Relevant bibliographies by topics / Full-scale beam test

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  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers

Academic literature on the topic 'Full-scale beam test'

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Published: 4 June 2021
Last updated: 4 February 2022

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Journal articles on the topic "Full-scale beam test"

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An, Dong, Tie Jun Qu, and Jian Wen Liang. "Full-Scale Test on Seismic Performance of Masonry Structure." Applied Mechanics and Materials 204-208 (October 2012): 2610–17. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2610.

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For further study on effective seismic design requirements of masonry structure, two masonry buildings were designed and constructed according to common structure style in towns and villages. Two full-scale buidings were subjected to earthquake using pseudo-dynamic test and quasi-static test. This paper presents crack propagation of masonry structure, hysteretic behavior, deformation and stiffness degradation under horizontal seismic action. In this experiment, deformability and ultimate bearing capacity of confined masonry (CM) with tie-column and ring-beam is higher than common brick structure (BM). Confined masonry (CM) wall maintain integrity due to constraint of tie-column and ring-beam. These tests verify that tie-column and ring-beam system is an effective seismic requirement to enhance seismic performance of masonry structure.
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AKIYAMA, Hiroshi, Satoshi YAMADA, Makoto TAKAHASHI, Yuka MATSUMOTO, Hitoshi KUMAGAI, and Koji FUKUDA. "FULL SCALE SHAKING TABLE TEST OF RC BEAM-TO-COLUMN CONNECTION." Journal of Structural and Construction Engineering (Transactions of AIJ) 68, no. 565 (2003): 111–18. http://dx.doi.org/10.3130/aijs.68.111_1.

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Deng, Kailai, Peng Pan, Alexandre Lam, Zhenhua Pan, and Lieping Ye. "Test and simulation of full-scale self-centering beam-to-column connection." Earthquake Engineering and Engineering Vibration 12, no. 4 (December 2013): 599–607. http://dx.doi.org/10.1007/s11803-013-0200-2.

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Pan, Jian Rong, Zhan Wang, and Cheng Su. "Analysis of Geometrical Non-Full-Similar Scale Model Based on Similarity Theorem." Advanced Materials Research 216 (March 2011): 703–7. http://dx.doi.org/10.4028/www.scientific.net/amr.216.703.

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Applying similarity theory to study the characteristics of scale model for getting agreement between scale model test and prototype test. On the basis of the theoretical analysis of scale model test, a formula derivation of similarity condition was carried out based on similarity theory. A numerical example for joint of steel beam to CFST (concrete-filled steel tubular) was given to show the accuracy formula of similarity condition. The result showed that error results from non-full-similar geometrical properties was considerable between poorly-proportioned model test and prototype. For getting good agreement between scale model test and prototype test, the well-proportioned model should be calculated by the formula of similarity condition for the joint of beam to column.
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Kennedy, D. J. Laurie, and Anita Brattland. "Shrinkage tests of two full-scale composite trusses." Canadian Journal of Civil Engineering 19, no. 2 (April 1, 1992): 296–309. http://dx.doi.org/10.1139/l92-034.

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The shrinkage behaviour of two composite trusses with a span of 11.5 m was studied. Shrinkage measurements to determine the effects of slab shrinkage on truss deflections and member strains were recorded over periods of 65 and 85 days. A method is developed to compute shrinkage deflections, based on equilibrium of the shrinkage-induced forces at midspan, which gives excellent agreement with the test results. This method assumes a linear strain distribution through the depth and is based on the free shrinkage strain of the concrete and the average stress–strain characteristics of the concrete in tension under restrained shrinkage conditions as it drys, creeps, and eventually may crack as it is gradually loaded from the green state. The method is extended to composite steel-beam concrete-slab members. It is equivalent to Branson's "composite section method" provided that the correct values for the shrinkage strain and the effective modulus of elasticity of the concrete in tension are used in the latter. Key words: behaviour, composite steel–concrete beams, trusses, shrinkage deflections.
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TAKEUCHI, Etsuo, Hisashi HIRUKAWA, Saburo MATSUOKA, Satoshi YAMADA, Yuka MATSUMOTO, and Hiroshi AKIYAMA. "FRACTOGRAPHY OF BEAM-TO-COLUMN WELDED CONNECTIONS BY FULL SCALE SHAKING TABLE TEST." Journal of Structural and Construction Engineering (Transactions of AIJ) 65, no. 533 (2000): 29–36. http://dx.doi.org/10.3130/aijs.65.29_3.

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Yenidogan, Cem, Ryota Nishi, Takuya Nagae, Takahiro Inoue, and Koichi Kajiwara. "Full-scale cyclic test of a Japanese post and beam wood shearwall assembly." Bulletin of Earthquake Engineering 18, no. 10 (June 8, 2020): 4985–5008. http://dx.doi.org/10.1007/s10518-020-00860-w.

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Gutiérrez-Carvajal, R. E., German R. Betancur, J. Barbosa, Leonel F. Castañeda, and G. Zaja̧c. "Full scale fatigue test performed to the bolster beam of a railway vehicle." International Journal on Interactive Design and Manufacturing (IJIDeM) 12, no. 1 (November 22, 2016): 253–61. http://dx.doi.org/10.1007/s12008-016-0361-0.

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Pavelko, Vitālijs, and Aleksandr Nevskij. "On the Dynamic Response Prediction at the Full-Scale Test of Aircraft Component." Transport and Aerospace Engineering 4, no. 1 (August 1, 2017): 22–28. http://dx.doi.org/10.1515/tae-2017-0003.

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Abstract Several general effects of boundary conditions and their adequate description at structural dynamic computational simulation constitute the main subject of the discussion. First, an analytical model of elastically supported beam was considered to evaluate the effects of support compliance to the basic dynamic characteristics. Second, a more complex model of a body with elastic support was simulated. Some general properties of structure dynamics were analysed.
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Chen, Jun Sheng, Shu Zhuo Liu, Ren Guo Gu, Ying Guang Fang, and Hai Hong Mo. "Model Test Study on a Large-Section Cable Tunnel." Applied Mechanics and Materials 353-356 (August 2013): 1411–16. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1411.

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The profile layout rationality and internal stress structure of a large-section cable tunnel and a cable-laying scheme at splicing locations were studied through full-scale model test. The full scale shield tunnel which the diameter was 6m was built on the ground. The model tests test the displacement of cable bearers, the coupling area between horizontal beam and steel ring, the coupling area between horizontal beam and steel pillar, edge beam and center beam under design loads, and the safety and reliability of an arc steel framing system that supports the cable load inside the cable tunnel during the operation stage were demonstrated. The cable-laying schemes for the cross section and straight-through-type and T-type couplings of a large-section cable tunnel were optimized through experiment on actually laid-out cables. For the section layout of a large-section cable tunnel, it is believed that the double-deck scheme prevails over the single-deck scheme, and such a cable-splicing scheme can meet the cable-laying requirement.
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Dissertations / Theses on the topic "Full-scale beam test"

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Ghasabeh, Mehran. "Bond Of Lap-spliced Bars In Self-compacting Concrete." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615530/index.pdf.

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Self-compacting concrete is an innovative construction material
its priority to normal vibrated concrete is that there is not any vibration requirement. Bond strength of reinforcement is one of the key factors that ensures the usefulness of any reinforced concrete structure. In this study, 6 full-scale concrete beams spliced at the mid-span were tested under two-point symmetrical loading. Test variables were bottom cover, side cover, free spacing between longitudinal reinforcement, lap-splice length and presence of transverse reinforcements within the lap-splice region. Specimen SC_22_44_88_800 had cover dimensions close to the code limits and had 36db lap splice length. This specimen showed flexural failure. Specimen SC_44_44_44_710 had 32db lap splice and cover dimensions greater than code minimums. This specimen showed yielding primarily. With the increasing loading, however, bond failure occurred with side splitting. ACI 408 descriptive equation for normal vibrated concrete predicted bar stresses of the unconfined specimens produced with self-compacting concrete acceptably well. The predicted values were lower than the measured values to be on the safe side. The error varied between 3.4% and 6.5%. All predictions of the ACI408 descriptive equation was higher than the measured bar stresses of the confined specimens produced with SCC. All the calculated values were unsafe. The error varied between 10.6% and 34.5%. Specimen SC_44_22_22_530_T4 with 24db lap splice length had side cover and spacing between bars 63.3% and 56.7% less than the ACI 318 limits. The calculated bar stress was 21.6% higher than the measured value. The main reason of the deviation was inadequate cover dimensions. In specimen SC_44_22_22_530_T6, number transverse reinforcement was increased to 6 stirrups to overcome the small cover and spacing problem. However, increased number of stirrups inside a small side and face cover caused weak plane and measured bar stress decreased.
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Xiao, Qiuwu. "Lateral Torsional Buckling of Wood Beams." Thèse, Université d'Ottawa / University of Ottawa, 2014. http://hdl.handle.net/10393/31174.

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Structural wood design standards recognize lateral torsional buckling as an important failure mode, which tends to govern the capacity of long span laterally unsupported beams. A survey of the literature indicates that only a few experimental programs have been conducted on the lateral torsional buckling of wooden beams. Within this context, the present study reports an experimental and computational study on the elastic lateral torsional buckling resistance of wooden beams. The experimental program consists of conducting material tests to determine the longitudinal modulus of elasticity and rigidity modulus followed by a series of 18 full-scale tests. The buckling loads and mode shapes are documented. The numerical component of the study captures the orthotropic constitutive properties of wood and involves a sensitivity analysis on various orthotropic material constants, models for simulating the full-scale tests conducted, a comparison with experimental results, and a parametric study to expand the experimental database. Based on the comparison between the experimental program, classical solution and FEA models, it can be concluded that the classical solution is able to predict the critical moment of wood beams. By performing the parametric analysis using the FEA models, it was observed that loads applied on the top and bottom face of a beam decrease and increase its critical moment,respectively. The critical moment is not greatly influenced by moving the supports from mid-span to the bottom of the end cross-section.
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DEL, TORO RIVERA RAUL. "Comportement des noeuds d'ossature en beton arme sous sollicitations alternees." Marne-la-vallée, ENPC, 1988. http://www.theses.fr/1988ENPCA004.

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Etude des joints sous sollicitation sismique sur la base de trois essais sur corps d'epreuve de grande dimensionm en analysant les mecanismes des glissements constates des armatures principales dans la partie centrale du noeud, et le type de rupture a laquelle cela donne lieu; etude sur la base d'un essai de la possibilite d'utiliser un beton de fibres metalliques avec ferraillage transversal reduit
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Lam, Dennis, Xianghe Dai, and Therese Sheehan. "Testing of a Full-Scale Composite Floor Plate." 2018. http://hdl.handle.net/10454/16801.

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Yes
A full-scale composite floor plate was tested to investigate the flexural behavior and in-plane effects of the floor slab in a grillage of composite beams that reduces the tendency for longitudinal splitting of the concrete slab along the line of the primary beams. This is important in cases where the steel decking is discontinuous when it is orientated parallel to the beams. In this case, it is important to demonstrate that the amount of transverse reinforcement required to transfer local forces from the shear connectors can be reduced relative to the requirements of Eurocode 4. The mechanism under study involved in-plane compression forces being developed in the slab due to the restraining action of the floor plate, which was held in position by the peripheral composite beams; while the secondary beams acted as transverse ties to resist the forces in the floor plate that would otherwise lead to splitting of the slab along the line of the primary beams. The tendency for cracking along the center line of the primary beam and at the peripheral beams was closely monitored. This is the first large floor plate test that has been carried out under laboratory conditions since the Cardington tests in the early 1990s, although those tests were not carried out to failure. This floor plate test was designed so that the longitudinal force transferred by the primary beams was relatively high (i.e., it was designed for full shear connection), but the transverse reinforcement was taken as the minimum of 0.2% of the concrete area. The test confirmed that the primary beams reached their plastic bending resistance despite the discontinuous decking and transverse reinforcement at the minimum percentage given in Eurocode 4. Based on this test, a reduction factor due to shear connectors at edge beams without U-bars is proposed.
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Tsai, Yue-Shiun, and 蔡岳勳. "Tests and Analyses of Full-Scale Steel Beam-to-Column Moment Connections." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/00878520724433102667.

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碩士
國立交通大學
土木工程學系
98
Steel beam-to-column moment connections used in moment-resisting frames can enhance their plastic deformation capability by either reinforcing the connection or weakening the beam section. The connections are designed to form plastic hinge in the beam to be away from the beam-column interface and to dissipate energy through the formation of the plastic hinge. This study aims to investigate the seismic behavior of steel beam to box column connections by conducting finite element analyses and full-scale tests. Four full-scale specimens were tested. Two specimens adopted the improved weld access hole (WAH), while the other two specimens were improved by adopting opening on the steel beam web. Test results showed that the specimens with improved WAH can prevent from brittle fracture at WAH and reached 4% rad story drift angle, but can not avoid fracture at the tip of the beam full penetration weld caused by stress concentration. The other two specimens with beam web opening demonstrated that plastic hinge can effectively formed in the beam web opening zone, and developed good ductile behavior as well as flexural strength greater than the beam nominal plastic moment. Connections with improved WAH and beam web opening can develop satisfactory seismic behavior.
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Book chapters on the topic "Full-scale beam test"

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"Cyclic full-scale test of a two-story special steel beam-through braced frame for industrialized steel residential house." In Behaviour of Steel Structures in Seismic Areas, 407–14. CRC Press, 2012. http://dx.doi.org/10.1201/b11396-62.

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"Full-scale tests of passively-controlled 5-story steel building using E-Defense shake table Part 3: Full-scale tests for dampers and beam-column subassemblies." In Behaviour of Steel Structures in Seismic Areas, 111–18. CRC Press, 2009. http://dx.doi.org/10.1201/9780203861592-17.

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ABBANEO, D., S. BALLY, H. POSTEMA, A. CONDE GARCIA, J. P. CHATALAIN, G. FABER, L. ROPELEWSKI, et al. "A DEDICATED BEAM TESTS OF THE FULL-SCALE PROTOTYPE OF GEMS FOR CMS IN A STRONG MAGNETIC FIELD." In Astroparticle, Particle, Space Physics, Radiation Interaction, Detectors and Medical Physics Applications, 732–37. WORLD SCIENTIFIC, 2012. http://dx.doi.org/10.1142/9789814405072_0109.

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Turing, Alan. "Chess (1953)." In The Essential Turing. Oxford University Press, 2004. http://dx.doi.org/10.1093/oso/9780198250791.003.0023.

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Chess and some other board games are a test-bed for ideas in Artificial Intelligence. Donald Michie—Turing’s wartime colleague and subsequently founder of the Department of Machine Intelligence and Perception at the University of Edinburgh—explains the relevance of chess to AI: Computer chess has been described as the Drosophila melanogaster of machine intelligence. Just as Thomas Hunt Morgan and his colleagues were able to exploit the special limitations and conveniences of the Drosophila fruit fly to develop a methodology of genetic mapping, so the game of chess holds special interest for the study of the representation of human knowledge in machines. Its chief advantages are: (1) chess constitutes a fully defined and well-formalized domain; (2) the game challenges the highest levels of human intellectual capacity; (3) the challenge extends over the full range of cognitive functions such as logical calculation, rote learning, concept-formation, analogical thinking, imagination, deductive and inductive reasoning; (4) a massive and detailed corpus of chess knowledge has accumulated over the centuries in the form of chess instructional works and commentaries; (5) a generally accepted numerical scale of performance is available in the form of the U.S. Chess Federation and International ELO rating system. In 1945, in his paper ‘Proposed Electronic Calculator’, Turing predicted that computers would probably play ‘very good chess’, an opinion echoed in 1949 by Claude Shannon of Bell Telephone Laboratories, another leading early theoretician of computer chess. By 1958, Herbert Simon and Allen Newell were predicting that within ten years the world chess champion would be a computer, unless barred by the rules. Just under forty years later, on 11 May 1997, IBM’s Deep Blue beat the reigning world champion, Gary Kasparov, in a six-game match. Turing was theorizing about the mechanization of chess as early as 1941. Fellow codebreakers at GC & CS remember him experimenting with two heuristics now commonly used in computer chess, minimax and best-first. The minimax heuristic involves assuming that one’s opponent will move in such a way as to maximize their gains; one then makes one’s own move in such a way as to minimize the losses caused by the opponent’s expected move.
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"Jones, R.A. and Peiris, R.S.A., "Load Distribution Analysis Of A Continuous Two-Span Multi-Beam Bridge Deck", ARRB (Australia Road Research Board) Proceedings, Vol. II, Part 2,1982. 16. "Distribution Of Wheel Loads On Highway Bridges", NCHRP Project 20-5, Topic 14-22, February, 1984 17. Hays, C.O. and Hackey, J.E., "Lateral Distribution Of Wheel Loads On Highway Bridges using The Finite Element Method", Structures And Materials Research Report No. 84-3, University of Florida, Department of Civil Engineering, December, 1984. 18. Newmark, N.M., Seiss, C.P. and Penman, R.R., "Studies of Slab And Beam Highway Bridges - Part I Tests Of Simple Span Right I-Beam Bridges", University of Illinois, Bulletin, March, 1946. 19 Burdette, E.G. and Goodpasture, D.W., "Full-Scale Bridge Testing - An Evaluation of Bridge Design Criteria", Final Report. The University of Tennessee, Department of Civil Engineering, Dec. 1971. 20. King, J.P.C. and Csagoly, P.F., "Field Testing of Aguasabon River Bridge in Ontario", Transportation Research Record 579, 1976. 21. Dorton, R.A., Holowka, M., and King, J.P.C., "The Conestogo River Bridge - Design and Testing", Canadian Journal of Civil Engineering, Vo). Heins, C.P., "Highway Bridge Field Tests In The United States, 1948-70', pulbic Roads, 1972. 25. Gangarao, H.V.S., "Survey Of Field And Laboratory Tests On Bridge Systems", Transportation Research Record 645, 1977." In Composite Steel Structures, 54. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-14.

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Conference papers on the topic "Full-scale beam test"

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Law, J. C., F. J. Moody, and A. L. Laursen. "Sub-Scale Versus Full-Scale Testing of Jet Pump Vibration." In ASME 2005 Pressure Vessels and Piping Conference. ASMEDC, 2005. http://dx.doi.org/10.1115/pvp2005-71299.

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Time-dependent fluid pressure forces on jet pump components have been observed to cause destructive mechanical vibrations at a number of BWR plants. A test has been proposed for the purpose of studying the fluid-structure interaction phenomena and to determine what design or operational modifications can be imposed to mitigate or remove the vibration problem. Due to multi-system interactions of this problem, a full-scale test of water flow through a jet pump at reactor conditions is recommended over a sub-scale test. Each system to be studied imposes additional constraints to the modeling laws. Acoustic effects, vortex shedding or shear layer instability, and the fundamental beam mode of the jet pump diffuser all have similar characteristics, or response times. The need to maintain the time scale ratios for all systems implies that a full size system at full size structural and fluid parameters is the most likely success path in obtaining accurate and relevant data.
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Abbaneo, D., M. Abbrescia, C. Armagnaud, P. Aspell, Y. Assran, Y. Ban, S. Bally, et al. "Beam test results for new full-scale GEM prototypes for a future upgrade of the CMS high-η Muon System." In 2012 IEEE Nuclear Science Symposium and Medical Imaging Conference (2012 NSS/MIC). IEEE, 2012. http://dx.doi.org/10.1109/nssmic.2012.6551293.

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Yoshimura, Shinobu, Tomonori Yamada, Yuichi Koide, Shohei Onitsuka, and Tadashi Iijima. "Full Scale Simulation-Based Study on Dynamic Response of BWR Fuel Assemblies Under Seismic Loading." In ASME 2015 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/pvp2015-45334.

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The purpose of this study is to investigate dynamic response behaviors of fuel assemblies in a boiling water reactor (BWR) under seismic loading. The core of BWR consists of several hundreds of fuel assemblies. They are supported with both top guide and fuel support and are surrounded by coolant water. It is important to grasp their dynamic response behaviors under seismic loading for securing the structural integrity of the fuel assembly itself as well as for assessing control rod scrammability. In this study, we employ two different numerical simulation methods of acoustic fluid-structure interaction (AFSI) developed by the present authors independently. The one is a three-dimensional parallel finite element method for AFSI problems with solid elements based on a partitioned coupling approach, while the other is a finite element method of beam elements for fuel assemblies combining added mass matrix, which represents coupled inertia effects caused by coolant water. Both methods are first applied to a problem of 36 fuel assemblies for numerical verification, and then applied to a problem of 368 fuel assemblies for validation. The latter problem was set up based on the demonstration test performed by the NUPEC (Nuclear Power Engineering Corporation) in 1986. Both simulation results agreed well with each other in all cases, and the simulated results also agreed well with the experimental ones. In addition, we have precisely discussed seismic response behaviors of the fuel assemblies, which were not shown in the demonstration test. Accordingly, we conclude that the both developed simulation methods are powerful tools to grasp the precise behavior of fuel assemblies of BWR under seismic loading and to improve the seismic safety design of BWR core.
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Yamada, Satoshi, Yuka Matsumoto, Michio Yamaguchi, Nobuyuki Ogawa, Akira Wada, and Hiroshi Akiyama. "Experimental Method Using the Inertial Loading Equipment by the Large Scale Shaking Table." In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1398.

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In this paper, a new experimental method of full scale real time shaking table test of structural element is introduced. The main feature of this experimental method is characterized by the use of the inertial loading equipment. The inertial loading equipment consists of a loading frame, a counter weight and isolators. The loading frame supported by the isolators was set on the shaking table. Specimens used in this experimental method were partial frames taken out from full scale building structures. The test set-up was composed of a specimen, the inertial loading equipment and loading beam which transmits the horizontal force to the specimen from the inertial loading equipment. This test set-up, regarded as a single degree of freedom system, makes it easy to understand the dynamic behavior of the test set-up including a specimen. Furthermore, the natural period of the experimental system corresponds to the fundamental natural period of existing building structures. So, full scale and real time dynamic loading test of partial frame can be realized. This method was developed for the existing large scale shaking table and the effectiveness has been already verified through many experiments. Further development of the experimental method adjusted to the 3-D largest shaking table under construction at present is also described.
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Mimovich, Mark E. "Correlation of the SPICE Beam Expander Structural Model With Component and System Level Modal Test Results." In ASME 1993 Design Technical Conferences. American Society of Mechanical Engineers, 1993. http://dx.doi.org/10.1115/detc1993-0283.

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Abstract A full scale experimental beam expander structure is modeled and correlated with modal test results on a component and system level. Correlation of the FE models is completed using the LINK module of the Leuven Measurement Systems (LMS) software which is also used to acquire and reduce the modal test data. The correlation tools used to measure the agreement between test and analytic mode shapes are the Modal Assurance Criterion (MAC), Coordinate Modal Assurance Criterion (CoMAC), and mass cross-orthogonality. In addition to the tools used to measure agreement between test and analysis modal parameters, sensitivity and optimization algorithms are used to identity structural parameters which influence a particular mode and what the minimum change(s) must be in the parameter(s) to bring about the desired agreement. As part of a system level pre-test analysis, the theoretical mode shapes along with a normalized line-of-sight error associated with each mode are used to select the best measurement and excitation locations.
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Mikoshiba, Tadashi, Chikahiro Minowa, Takanori Sato, Li Shao, and Toshio Chiba. "Shaking Table Test of Passive Controlled Structure With New Friction Damper." In ASME 2007 Pressure Vessels and Piping Conference. ASMEDC, 2007. http://dx.doi.org/10.1115/pvp2007-26132.

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Under the effect of a large earthquake, the range of plastic comes into the column and the beam of the frame structure. By using energy dissipation devices, it is possible to reduce the response and the damage of the structure. A friction type damper which was a compact form and had high damping characteristics, was developed. It was made of steel plate, aluminum sliding plate, rubber washer and high tension bolt. To validate the performance of the new damper, the elemental tests and the shaking table test were conducted. In the shaking table test, frame structure composed of full scale member with friction damper was excited by actual seismic wave. As a result, it was found effective and had a high damping performance. This paper mainly reports the results of the shaking table test.
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Tyrell, David, Karina Jacobsen, Eloy Martinez, and A. Benjamin Perlman. "Train-to-Train Impact Test of Crash Energy Management Passenger Rail Equipment: Structural Results." In ASME 2006 International Mechanical Engineering Congress and Exposition. ASMEDC, 2006. http://dx.doi.org/10.1115/imece2006-13597.

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On March 23, 2006, a full-scale test was conducted on a passenger rail train retrofitted with newly developed cab end and non-cab end crush zone designs. This test was conducted as part of a larger testing program to establish the degree of enhanced performance of alternative design strategies for passenger rail crashworthiness. The alternative design strategy is referred to as crash energy management (CEM), where the collision energy is absorbed in defined unoccupied locations throughout the train in a controlled progressive manner. By controlling the deformations at critical locations the CEM train is able to protect against two dangerous modes of deformation: override and large-scale lateral buckling. The CEM train impacted a standing locomotive-led train of equal mass at 31 mph on tangent track. The interactions at the colliding in Interface and between coupled interfaces performed as expected. Crush was pushed back to subsequent crush zones and the moving passenger train remained in-line and upright on the tracks with minimal vertical and lateral motions. The added complexity associated with this test over previous full-scale tests of the CEM design was the need to control the interactions at the colliding interface. between the two very different engaging geometries. The cab end crush zone performed as intended because the locomotive coupler pushed underneath the cab car buffer beam, and the deformable anti-climber engaged the uneven geometry of the locomotive anti-climber and short hood. Space was preserved for the operator as the cab end crush zone collapsed. The coupled interfaces performed as predicted by the analysis and previous testing. The conventional interlocking anti-climbers engaged after the pushback couplers triggered and absorbed the prescribed amount of energy. Load was transferred through the integrated end frame, and progressive controlled collapsed was contained to the energy absorbers at the roof and floor level. The results of this full-scale test have clearly demonstrated the significant enhancement in safety for passengers and crew members involved in a push mode collision with a standing locomotive train.
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Al-Shuwaili, Mohammed Abdulhussein, Alessandro Palmeri, and Maria Teresa Lombardo. "A novel one-sided push-out test for shear connectors in composite beams." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7063.

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Push-out tests (POTs) have been widely exploited as an alternative to the more expensive full-scale bending tests to characterize the behaviour of shear connections in steel-concrete composite beams. In these tests, two concrete slabs are typically attached to a steel section with the connectors under investigation, which are then subjected to direct shear. The results allow quantifying the relationship between applied load and displacements at the steel-concrete interface. Since this relationship is highly influenced by the boundary conditions of POT samples, different experimental setups have been used, where the slabs are either restricted or free to slide horizontally, as researchers have tried to reduce any discrepancy between POT and full-scale composite beam testing. Based on a critical review of various POT configurations presented in the dedicated literature, this paper presents an efficient one-sided POT (OSPOT) method. While OSPOT and POT specimens are similar, in the proposed OPSPOT setup only one of the two slabs is directly loaded in each test, and the slab is free to move vertically. Thus, two results can be obtained from one specimen, i.e. one from each slab. A series of POTs and OSPOTs have been conducted to investigate the behaviour and the shear resistance of headed stud connectors through the two methods of testing. The results of this study than were compared with those of different POTs setups conducted by other researchers. The new OSPOT results show in general an excellent agreement with the analytical predictions offered by both British and European standards, as well as the estimated shear resistance proposed other researchers in the literature. These findings suggest that the proposed one-sided setup could be used as an efficient and economical option for conducting the POT, as it has the potential not only to double the number of results, but also to simplify the fabrication of the samples, which is important in any large experimental campaign, and to allow testing with limited capacity of the actuator.
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9

Bednarz, E. T., and W. D. Zhu. "Identifying Magnitudes and Locations of Loads on Slender Beams With Welded and Bolted Joints Using a Strain Gage Based Force Transducer With Application to a Portable Army Bridge." In ASME 2013 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/imece2013-63694.

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A strain gage based force transducer has been developed to identify magnitudes and locations of loads on non-continuous slender beams with welded and bolted joints. The slopes of the bending moment curves on the two sides of a load are calculated from measured strains on a beam. Four uniaxial strain gages are mounted to the bottom surface of the beam, with two strain gages on each side of the load. A calibration method developed earlier can be used to account for the discrepancies between the theoretical and actual scaling factors arising from stress concentrations and unpredictable stress patterns in the beams due to the presence of the joints. The force transducer methodology is experimentally validated on a continuously tapered aluminum beam with a series of welded joints, an aluminum beam with a constant cross section and a bolted joint, a half aluminum and half steel beam with two different cross sections and a bolted joint, and a full scale portable army bridge at the US Army Aberdeen Test Center.
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10

Priante, Michelle, Patricia Llana, Karina Jacobsen, David Tyrell, and Benjamin Perlman. "A Dynamic Test of a Collision Post of a State-of-the-Art End Frame Design." In ASME 2008 Rail Transportation Division Fall Technical Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/rtdf2008-74020.

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Abstract:
In support of the Federal Railroad Administration’s (FRA) Railroad Equipment Safety Program, a full-scale dynamic test of a collision post of a state-of-the-art (SOA) end frame was conducted on April 16, 2008. The purpose of the test was to evaluate the dynamic method for demonstrating energy absorption and graceful deformation of a collision post. The post aims to protect the operators and passengers in the event of a collision where only the superstructure, not the underframe, is loaded. Methods for improving the performance of collision and corner posts were prompted by accidents such as the fatal collision in Portage, Indiana in 1998, where a coil of steel sheet metal penetrated the cab car through the collision post. The improvements made for the SOA end frame structure include more substantial corner and collision posts, robust post connections to the buffer beam and anti-telescoping (AT) beam, and corner and collision posts integrated with a shelf and bulkhead sheet. Full length side sills improved support for the end frame. This test focused on one collision post because of its critical position in protecting the operator and passengers in an impact with an object at a grade-crossing. For the test, a 14,000-lb cart impacted a standing cab car at a speed of 18.7 mph. The cart had a rigid coil shape mounted on the leading end that concentrated the impact load on the collision post. The requirements for protecting the operator’s space state that there will be no more than 10 inches of longitudinal crush and none of the attachments of any of the structural members separate. During the test, the collision post deformed approximately 7.4 inches and absorbed approximately 138,000 ft-lb of energy. The attachment between the post and the AT beam remained intact. The connection between the post and the buffer beam did not completely separate, however the forward flange and both side webs fractured. The post itself did not completely fail. There was material failure in the back and the sides of the post at the impact location. Overall, the end frame was successful in absorbing energy and preserving space for the operators and the passengers.
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