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Journal articles on the topic 'Cyclic tests'

Author: Grafiati

Published: 4 June 2021

Last updated: 11 March 2023

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1

Prošek, T. "Accelerated cyclic corrosion tests." Koroze a ochrana materialu 60, no. 2 (June 1, 2016): 46–49. http://dx.doi.org/10.1515/kom-2016-0008.

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Abstract Accelerated corrosion testing is indispensable for material selection, quality control and both initial and residual life time prediction for bare and painted metallic, polymeric, adhesive and other materials in atmospheric exposure conditions. The best known Neutral Salt Spray (NSS) test provides unrealistic conditions and poor correlation to exposures in atmosphere. Modern cyclic accelerated corrosion tests include intermittent salt spray, wet and dry phases and eventually other technical phases. They are able to predict the material performance in service more correctly as documented on several examples. The use of NSS should thus be restricted for quality control.

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2

Tikhomirova, E. A., and Å. F. Sidokhin. "Thermal Cyclic Material Tests Planning." Strength of Materials 50, no. 2 (March 2018): 295–301. http://dx.doi.org/10.1007/s11223-018-9971-z.

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3

Blanc, Juliette, Thomas Gabet, Pierre Hornych, Jean-Michel Piau, and Hervé Di Benedetto. "Cyclic triaxial tests on bituminous mixtures." Road Materials and Pavement Design 16, no. 1 (October 6, 2014): 46–69. http://dx.doi.org/10.1080/14680629.2014.964293.

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4

Dolan, J. D., and B. Madsen. "Monotonic and cyclic nail connection tests." Canadian Journal of Civil Engineering 19, no. 1 (February 1, 1992): 97–104. http://dx.doi.org/10.1139/l92-010.

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The results of monotonic and cyclic nail connection lateral tests are presented. The tests are part of an extensive experimental and analytical study to investigate the behaviour of timber shear walls subjected to earthquakes. The results from the nail connection tests were used in a larger study of timber shear walls. The nonlinear load–deflection curves were used for modelling the nail connection between the sheathing and the framing of the shear walls. The dependency of the nail connection on the grain orientation of the timber materials is investigated along with the evidence that the material properties of the nails are the primary parameters for the load–displacement characteristics of the connection made with hot-dipped, galvanized common nails. Both the monotonic and cyclic lateral behaviours of the connections are established. The premise that the hysteresis for the nail connection is contained within an envelope defined by the monotonic load–displacement curve is confirmed. These connection characteristics translate into similar behaviour in nailed timber shear walls. Therefore, an improved undertanding of the principal connection used in the construction of shear walls will also improve the understanding of the behaviour of shear walls. Key words: connections, nails, plywood, waferboard, monotonic, cyclic, shear wall.

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5

Shuvalov, Aleksandr, Igor Gorbunov, and Mikhail Kovalev. "Anchorage strength and ductility in shear tests." E3S Web of Conferences 263 (2021): 02016. http://dx.doi.org/10.1051/e3sconf/202126302016.

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Article shows shear tests results for anchorage using bent foundation bolts 16, 24 and 36 mm in diameter and torque-controlled undercut anchors 12, 16 and 20 mm in diameter. Load-displacement diagrams were acquired for shear loads in static and dynamic cyclic tests in uncracked and cracked concrete. Cyclic loading pattern simulated seismic loads on anchors. Shear loading tests allowed to estimate influence of cracks and cyclic loading on strength and ductility of anchorage.

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6

Jones, A. "Cyclic stress-strain curves generated from random cyclic strain amplitude tests." International Journal of Fatigue 21, no. 6 (July 1999): 521–30. http://dx.doi.org/10.1016/s0142-1123(99)00014-6.

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7

Aubeny, Charles P., Christophe Gaudin, and Mark F. Randolph. "Cyclic Tests of Model Pipe in Kaolin." SPE Projects, Facilities & Construction 3, no. 04 (December 1, 2008): 1–6. http://dx.doi.org/10.2118/123131-pa.

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8

Procházka, R., and J. Džugan. "Strain controlled cyclic tests on miniaturized specimens." IOP Conference Series: Materials Science and Engineering 179 (February 2017): 012060. http://dx.doi.org/10.1088/1757-899x/179/1/012060.

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9

Venkappa, Velpula, and Ganpat S. Pandit. "Cyclic Torsion Tests on Reinforced Concrete Beams." Journal of Structural Engineering 113, no. 6 (June 1987): 1329–40. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:6(1329).

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10

Beyer, Katrin, and Alessandro Dazio. "Quasi-Static Cyclic Tests on Masonry Spandrels." Earthquake Spectra 28, no. 3 (August 2012): 907–29. http://dx.doi.org/10.1193/1.4000063.

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This paper presents the results of an experimental campaign on masonry spandrels. Within this campaign, four masonry spandrels were subjected to quasi-static cyclic loading. Two different spandrel configurations were tested. The first configuration comprised a masonry spandrel with a timber lintel, and the second configuration, a masonry spandrel on a shallow masonry arch. For each configuration, two specimens were tested. The first was tested with a constant axial load in the spandrel, while for the second specimen, the axial load in the spandrel depended on the axial elongation of the spandrel. This paper summarizes the properties of the four test units, the test setup, and the most important results from the experiments, documenting the failure mechanisms that developed and the force-deformation hysteresis of the spandrel elements. The paper also presents a mechanical model for estimating the peak strength of masonry spandrels.

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11

Viana da Fonseca, A., S. Rios, M. F. Amaral, and F. Panico. "Fatigue Cyclic Tests on Artificially Cemented Soil." Geotechnical Testing Journal 36, no. 2 (January 2013): 20120113. http://dx.doi.org/10.1520/gtj20120113.

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12

Zapata-Medina, David G., and Richard J. Finno. "Defining Y2 Yielding From Cyclic Triaxial Tests." Geotechnical Testing Journal 36, no. 5 (July 19, 2013): 20120174. http://dx.doi.org/10.1520/gtj20120174.

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13

Thian, S. Y., and C. Y. Lee. "Cyclic stress-controlled tests on offshore clay." Journal of Rock Mechanics and Geotechnical Engineering 9, no. 2 (April 2017): 376–81. http://dx.doi.org/10.1016/j.jrmge.2016.06.013.

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14

YAMAKAWA, Tetsuo, Pasha JAVADI, and Makoto KOBAYASHI. "CYCLIC LOADING TESTS ON RETROFITTED RC FRAMES." Journal of Structural and Construction Engineering (Transactions of AIJ) 74, no. 642 (2009): 1487–94. http://dx.doi.org/10.3130/aijs.74.1487.

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15

Xu, Wendong, Xuefeng Li, Xilin Lü, and Wenwei Yang. "Cyclic True Triaxial Tests on Aeolian Sand Considering Initial Shear Effect." Sustainability 14, no. 24 (December 13, 2022): 16730. http://dx.doi.org/10.3390/su142416730.

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Under traffic loading, the soil elements in subgrade are subjected to a complex 3D stress path. To investigate the cyclic behavior of desert subgrade under initial shear stress conditions, the number of cyclic true triaxial tests were implemented on aeolian sand from the Tengger Desert. A large range of initial shear stress levels and different cyclic stress paths (various combinations of cyclic major and intermediate principal stresses) were designed in the experiments. The results show that the initial shear stress level significantly influences the cyclic response, and the response mode of aeolian sand under initial shear stress is incremental failure and elastic shakedown, while it is critical failure without initial shear stress. With the increase in initial shear stress, the permanent strain increases first and then decreases, with the maximum permanent strain occurring at q0 = 50 kPa. Moreover, by comparing the test data under different cyclic stress paths, it is found that the cyclic resistance decreases with the increase in the coefficient of cyclic intermediate principal stress bcyc. Compared to the limiting pore pressure criterion, the conventional 5% axial strain failure criterion may overestimate the cyclic resistance, leading to unsafe evaluation and design. Therefore, by using the pore pressure criterion, the relationship between the limit pore pressure ratio and the initial stress condition was investigated and it was found that the limit pore pressure ratio decreased linearly when the initial shear stress increased.

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16

Vaitkune, Evelina, Lars Bo Ibsen, and Benjaminn Nordahl Nielsen. "Bucket foundation model testing under tensile axial loading." Canadian Geotechnical Journal 54, no. 5 (May 2017): 720–28. http://dx.doi.org/10.1139/cgj-2016-0301.

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The present study focusses on bucket foundation behaviour under long-term cyclic loading. The paper analyses testing results of a bucket foundation model exposed to cyclic tensile loading. The model, with dimensions of 1 m in diameter and 0.5 m in skirt length, was, installed in dense water-saturated sand. Slow monotonic loading tests and cyclic tensile loading tests were performed (up to 40 000 load cycles) including tests with mean cyclic loading in tension, which is a unique testing condition. High-quality data were documented for load, displacement, and pore pressure response. Conclusions have been drawn regarding static and cyclic loading stiffness and displacement development during long-term cyclic loading. Four cyclic loading tests induced partially drained soil conditions and showed that pore pressure can accumulate during the long-term loading. Post-cyclic monotonic tensile loading tests showed up to 25% reduction in load capacity of the foundation. The research results provide valuable information for the design of an upwind bucket foundation under a jacket structure.

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17

Sas, Wojciech, Andrzej Głuchowski, and Maciej Miturski. "Studies on resilient modulus value from cyclic loading tests for cohesive soil." Annals of Warsaw University of Life Sciences – SGGW. Land Reclamation 49, no. 2 (June 1, 2017): 117–27. http://dx.doi.org/10.1515/sggw-2017-0010.

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Abstract In this article the cyclic CBR test as a reference method in determination of resilient modulus (Mr) is confronted with results of cyclic triaxial and unconfined uniaxial cyclic test. The main idea of conducted experiments is establish relationship between cyclic loading tests in testing of natural subsoil and road materials. The article shows results of investigation on cohesive soil, namely sandy silty clay, commonly problematic soil in Poland. The results of repeated loading triaxial test resilient modulus were displayed in order to compare them with cyclic CBR test results by using the Mr–Ө model. Some empirical correlation between factors obtained from triaxial test or uniaxial unconfined cyclic test and cyclic CBR test was introduced here. The behavior of resilient modulus was also examined in this paper.

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18

Yasuda, Nario, and Norihisa Matsumoto. "Comparisons of deformation characteristics of rockfill materials using monotonic and cyclic loading laboratory tests and in situ tests." Canadian Geotechnical Journal 31, no. 2 (April 1, 1994): 162–74. http://dx.doi.org/10.1139/t94-022.

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The deformation characteristics of rockfill materials at very small strains were investigated by comparing the results of monotonic and cyclic loading laboratory tests with geophysical P- and S-wave logging data from the field. Using a precision linear variable differential transformer for displacement, the elastic moduli of rockfill materials at very small strains were measured in monotonic and cyclic loading triaxial tests. The laboratory test results agreed well with the field results. The shear moduli of rockfill materials from both a monotonic loading torsional simple shear test and a cyclic loading torsional simple shear test also showed good correspondence. Furthermore, the shear modulus predicted from the in situ shear wave tests in rockfill dams corresponded reasonably well with the modulus in the large-scale triaxial tests in the laboratory. Key words : deformation characteristics, embankment dams, rockfill materials, laboratory test, in situ test.

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19

Chang, Chih-Yi, Ming-Hsiung Ho, and Ping-Chen Shen. "Yoshida–Uemori material models in cyclic tension–compression tests and shear tests." Proceedings of the Institution of Mechanical Engineers, Part B: Journal of Engineering Manufacture 228, no. 2 (September 4, 2013): 245–54. http://dx.doi.org/10.1177/0954405413499011.

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20

Dolan, J. D., and B. Madsen. "Monotonie and cyclic tests of timber shear walls." Canadian Journal of Civil Engineering 19, no. 3 (June 1, 1992): 415–22. http://dx.doi.org/10.1139/l92-050.

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The results for monotonic (ramp load) and slow cyclic racking tests of timber shear walls are presented. The tests are part of an extensive experimental and analytical study to investigate the behaviour of timber shear walls subjected to earthquakes. The results of full-size shear wall tests show the important influence of the nail connection between the sheathing and the framing on the load-displacement characteristics of shear walls. The premise that the hysteresis for the shear wall is contained within an envelope defined by the monotonic load-displacement curve for the wall is confirmed. Also, the hysteresis is studied to determine the physical behaviour that causes the shape of the hysteresis to be dependent on the maximum displacement of the wall. Both the monotonic and cyclic racking behaviours of timber shear walls are established; and the performances of plywood and waferboard sheathed shear walls are compared. Key words: full-scale monotonic and cyclic tests, plywood, waferboard, timber shear walls.

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21

Lefebvre, Guy, and Serge Malenfant. "Cyclic shear strength of a loose glacial till." Canadian Geotechnical Journal 25, no. 2 (May 1, 1988): 401–7. http://dx.doi.org/10.1139/t88-042.

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The liquefaction potential of a loose glacial till is assessed by laboratory cyclic tests and by comparison with test results obtained on a clean sand, using the same testing procedures. The laboratory testing program of both soils included cyclic triaxial tests on saturated specimens and constant volume cyclic simple shear tests on dry specimens. The till and the sand exhibited very similar behaviour during cycling and mobilized nearly identical cyclic shear strengths in the triaxial as well as in the simple shear tests. The 28% fines content in the till did not make it more resistant to liquefaction than a clean sand. Key words: liquefaction, sand, silty sand, cyclic simple shear test, cyclic triaxial test.

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22

Briaud, Jean-Louis, and Guy Y. Felio. "Cyclic axial loads on piles: Analysis of existing data." Canadian Geotechnical Journal 23, no. 3 (August 1, 1986): 362–71. http://dx.doi.org/10.1139/t86-051.

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A data base is collected to study the behavior of piles in clay under cyclic axial loads generated by ocean waves. The data base includes 9 studies on the cyclic behavior of clay samples in laboratory tests, 10 studies on cyclic model pile load tests in clay, and 16 studies on cyclic full-scale pile load tests in clay of which 4 studies are proprietary. First, general conclusions are drawn from inspection of these studies. Then a power law model is used to quantify the soil stiffness degradation as the number of cycles increases. The parameter for the model is back-figured for each case of the data base and general trends are observed. Key words: pile load tests, cyclic loads, laboratory tests, clay.

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23

Moussa, Ahmed, Hany El Naggar, and Abouzar Sadrekarimi. "Dynamic Properties of Granulated Rubber Using Different Laboratory Tests." Buildings 11, no. 5 (April 28, 2021): 186. http://dx.doi.org/10.3390/buildings11050186.

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Due to the socio-environmental hazards arising from the stockpiling of disposed scrap tires, the necessity to utilize such material in civil construction and other applications is deemed mandatory. The lightweight of rubber and its high damping capacity are excellent properties of a geomaterial that could be used successfully in seismic isolation and vibration damping applications in civil construction. Scrap tires could be shredded into specific sizes, and their category and application depend on their particle size range. Thus, understanding the dynamic properties and behavior of shredded scrap tires under cyclic loading is of paramount importance. In this study, the dynamic characteristics of granulated rubbers (<12 mm) are investigated using cyclic triaxial and cyclic direct simple shear tests. The effect of using different testing techniques, i.e., cyclic triaxial test (CTT) and cyclic simple shear test (CSST), on the dynamic properties of granulated rubber material is further addressed. Undrained cyclic triaxial and constant-volume direct simple shear tests are conducted on granulated rubber samples under vertical consolidation stresses of 25, 50, 100 and 200 kPa at a frequency of 0.5 Hz. The shear strain amplitude is varied from 0.01% to 10%. Furthermore, the variations of shear modulus and damping ratio with shear strain amplitude are presented. In addition, the obtained dynamic properties from this study are compared with existing experimental data from the literature. It was found that the ranges of shear moduli of granulated rubber from the CTT and CSST are 278 to 2647 kPa and 85 to 2270 kPa, respectively. Moreover, the damping ratios obtained from CTT were higher than those from CSST at shear strains of less than 1%. The damping ratio of granulated rubber was also found to be independent of the vertical consolidation stress.

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24

FUKUMOTO, Yuhshi, and Haruyuki KUSAMA. "Cyclic bending tests of thin-walled box beams." Doboku Gakkai Ronbunshu, no. 356 (1985): 141–51. http://dx.doi.org/10.2208/jscej.1985.356_141.

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25

Kurs, M. G., A. E. Kutyrev, P. F. Kirichok, and M. A. Fomina. "ACCELERATED AND CYCLIC CORROSION TESTS OF AVIATION MATERIALS." Proceedings of VIAM, no. 10 (2019): 61–75. http://dx.doi.org/10.18577/2307-6046-2019-0-10-61-75.

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26

Diambra, A., F. Ciavaglia, A. Harman, C. Dimelow, J. Carey, and D. F. T. Nash. "Performance of cyclic cone penetration tests in chalk." Géotechnique Letters 4, no. 3 (July 14, 2014): 230–37. http://dx.doi.org/10.1680/geolett.14.00050.

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27

Hirakawa, D., F. Tatsuoka, T. Uchimura, and W. Kongkitkul. "Simulation of cyclic loading tests on geosynthetic reinforcement." Geosynthetics Engineering Journal 18 (2003): 183–90. http://dx.doi.org/10.5030/jcigsjournal.18.183.

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28

Ge, Hanbin, and Tsutomu Usami. "Cyclic Tests of Concrete-Filled Steel Box Columns." Journal of Structural Engineering 122, no. 10 (October 1996): 1169–77. http://dx.doi.org/10.1061/(asce)0733-9445(1996)122:10(1169).

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29

Gauthier, Gilles, Didier Bodin, Emmanuel Chailleux, and Thibaud Gallet. "Non Linearity in Bituminous Materials during Cyclic Tests." Road Materials and Pavement Design 11, sup1 (January 2010): 379–410. http://dx.doi.org/10.1080/14680629.2010.9690339.

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30

Lee, Seung‐Joon, and Le‐Wu Lu. "Cyclic Tests of Full‐Scale Composite Joint Subassemblages." Journal of Structural Engineering 115, no. 8 (August 1989): 1977–98. http://dx.doi.org/10.1061/(asce)0733-9445(1989)115:8(1977).

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31

Petersen, DR, RE Link, YL Mo, and WL Hwang. "Cyclic Tests on High-Strength Prestressed Concrete Frames." Journal of Testing and Evaluation 24, no. 3 (1996): 168. http://dx.doi.org/10.1520/jte11298j.

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32

Aruova, L. B., Z. N. Ospanova, B. B. Aruov, N. T. Alibekova, Zh A. Shashpan, and A. T. Kyrgizbaev. "Cyclic Tests of Joints of Glued Wooden Structures." IOP Conference Series: Materials Science and Engineering 829 (May 19, 2020): 012017. http://dx.doi.org/10.1088/1757-899x/829/1/012017.

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33

Saliba, Patrícia Alves, Milene Adriane Luciano, Maria das Mercês Reis Castro, and Vanessa Freitas Cunha Lins. "Cyclic corrosion tests of organometallic coated fuel tanks." Anti-Corrosion Methods and Materials 63, no. 2 (March 7, 2016): 89–96. http://dx.doi.org/10.1108/acmm-04-2014-1377.

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Purpose – The purpose of this study is to evaluate the quality of organometallic coatings of automotive fuel tanks. Galvannealed steels and galvannealed steels coated with organometallic layers were analyzed using accelerated corrosion tests. Design/methodology/approach – The characterization of galvannealed and organometallic coatings was done by mass (layer removal and weighing) and layer thickness (glow discharge optical emission spectroscopy and scanning electron microscopy), chemical composition (energy dispersive spectroscopy) and surface morphology (scanning electron microscopy). The accelerated corrosion tests were performed in accordance with SAE J2334 and GMW 14872 standards. Findings – The samples tested using the GMW 14872 standard were more deteriorated as compared to the samples submitted to the SAE J2334 test because of the higher degree of aggressiveness of the GMW 14872 test. Despite the presence of white rust, the corrosion resistance of organometallic-coated steel samples was higher as compared to the resistance of galvannealed steel samples. Research limitations/implications – The organometallic coating is a commercial product, whose chemical composition is confidential. Practical implications – This study reinforces the quality of automotive tanks with organometallic coating and helps to increase their competitiveness in the market tanks as compared to polymeric tanks. Social implications – The study contributes to increase the competitiveness of steel tanks against polymeric tanks that meet the technical requirements but are not environmentally friendly because they are multi-layered and cannot be recycled. Originality/value – The novelty of this study is the comparison of the corrosion resistance of galvannealed steel tanks and galvannealed steel tanks with organometallic coatings. This corrosion evaluation joined with the physical and chemical characterization was not found in literature and is relevant to the materials selection of the automotive industry.

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34

Calloch, Sylvain, and Didier Marquis. "Triaxial tension–compression tests for multiaxial cyclic plasticity." International Journal of Plasticity 15, no. 5 (April 1999): 521–49. http://dx.doi.org/10.1016/s0749-6419(99)00005-4.

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35

Mo, Y. L., and R. H. Han. "Cyclic load tests on prestressed concrete model frames." Engineering Structures 18, no. 4 (April 1996): 311–20. http://dx.doi.org/10.1016/0141-0296(95)00038-0.

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36

STOREY, A. "Cyclic fatigue crack growth tests on disc specimens." International Journal of Fatigue 9, no. 3 (July 1987): 131–42. http://dx.doi.org/10.1016/0142-1123(87)90068-5.

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37

Ohashi, Y., M. Kawai, and T. Kaito. "Inelastic Behavior of Type 316 Stainless Steel Under Multiaxial Nonproportional Cyclic Stressings at Elevated Temperature." Journal of Engineering Materials and Technology 107, no. 2 (April 1, 1985): 101–9. http://dx.doi.org/10.1115/1.3225781.

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The stress-range and path-shape dependencies of multiaxial nonproportional cyclic hardening were studied for annealed type 316 stainless steel at 600°C by means of stress controlled tests. Cyclic experiments along circular stress paths with constant effective stresses in the axial-torsional stress plane were first performed. The significant cyclic hardening and its stress-range dependency observed for the circular stress cyclings were quantitatively shown in reference to the cyclic stress-strain curves resulted from uniaxial stress cyclings. Then, to discuss the effect of path-shape, the cyclic tests along square stress paths inscribed by the above circular paths, as well as the tests where uniaxial cyclings and torsional ones were alternated, were also carried out. As a result of these tests, the cyclic hardenings for square paths were found to be almost equivalent to those for their circumscribed circular paths. The other type of stress cyclings caused almost the same amount of cyclic hardenings as those for the circular cyclings of the identical stress-ranges.

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38

Lee, Bae, Lee, and Yoo. "Cyclic p-y Curves of Monopiles in Dense Dry Sand Using Centrifuge Model Tests." Applied Sciences 9, no. 8 (April 19, 2019): 1641. http://dx.doi.org/10.3390/app9081641.

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In this study, centrifuge model tests were used to examine the lateral behavior of amonopile embedded in dry sand through cyclic lateral loading tests. The soil specimens used in thetests were dry Jumunjin sand with a relative density of 80% and a friction angle of 38°. A staticloading test was performed once, and cyclic loading tests were performed four times using fourmagnitudes of cyclic load (30%, 50%, 80%, and 120% of static lateral capacity). The experimentalcyclic p‐y curve was obtained through the tests, and the maximum soil resistance points that werefound for each load were used to find the cyclic p‐y backbone curve for each depth. The twovariables which are needed to define the cyclic p‐y backbone curve, i.e., the initial modulus ofsubgrade reaction (kini) and ultimate soil resistance (pu), were suggested as functions of the soil’sphysical properties and the pile. The cyclic p‐y curve of the first cycle and the 100th cycle wereformulated to present the upper limit and lower limit. The suggested cyclic p‐y curve had anoverestimated soil resistance compared with the existing API (1987) method, but the initial modulusof subgrade reaction was underestimated.

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39

Xiang, Hong Fu, An Lun Dai, Hui Li, S. X. Li, Yu You Cui, and Rui Rang. "Observation of Dislocations Configuration of TiAl Alloy during Fatigue Tests at Elevated Temperatures." Advanced Materials Research 468-471 (February 2012): 2193–200. http://dx.doi.org/10.4028/www.scientific.net/amr.468-471.2193.

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Isothermal fatigue (IF) tests were carried out on the gamma-TiAl alloy in the temperature of 500°C, 650°C and 800°C under mechanical strain control in order to evaluate its cyclic deformation behaviors at elevated temperature. Cyclic deformation curves, stress-strain hysteresis loops under different temperature-strain cycles were analyzed and dislocations configurations were also observed by TEM. The mechanism of cyclic hardening or softening during IF tests was also discussed. Results show that during the IF tests, The hysteresis loops were almost symmetrical above 600 °C, such as 650 °C and 800 °C; The hysteresis loops at the temperature of 500 °C generated two apparent asymmetry, one was zero asymmetry, the other was tensile and compressive asymmetry; Dislocation configuration and slip behaviors are contributed to cyclic hardening or cyclic softening.

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40

Fellner, K., P. F. Fuchs, G. Pinter, T. Antretter, and T. Krivec. "Method development for the cyclic characterization of thin copper layers for PCB applications." Circuit World 40, no. 2 (April 29, 2014): 53–60. http://dx.doi.org/10.1108/cw-09-2013-0032.

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Purpose – The overall aim of this research work was the improvement of the failure behavior of printed circuit boards (PCBs). In order to describe the mechanical behavior of PCBs under cyclic thermal loads, thin copper layers were characterized. The mechanical properties of these copper layers were determined in cyclic four-point bend tests and in cyclic tensile-compression tests, as their behavior under changing tensile and compression loads needed to be evaluated. Design/methodology/approach – Specimens for the four-point bend tests were manufactured by bonding 18-μm-thick copper layers on both sides of 10-mm-thick silicone plates. The silicone was characterized in tensile, shear and blow-up tests to provide input data for a hyperelastic material model. Specimens for the cyclic tensile-compression tests were produced in a compression molding process. Four layers of glass fiber-reinforced epoxy resin (thickness 90 μm) and five layers of copper (thickness 60 μm) were applied. Findings – The results showed that, due to the hyperelastic material behavior of silicone, the four-point bend tests were applicable only for small strains, while the cyclic tensile-compression tests could successfully be applied to characterize thin copper foils in tensile and compression up to 1 percent strain. Originality/value – Thin copper layers (foils) could be characterized successfully under cyclic tensile and compression loads.

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41

Hwang, Hyeon Jong. "Cyclic Loading Tests for Prefabricated Composite Columns Using Steel Angle and Reinforcing Bar." Journal of Korean Society of Steel Construction 25, no. 6 (2013): 635. http://dx.doi.org/10.7781/kjoss.2013.25.6.635.

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42

Liu, F. Y., P. Wang, X. Geng, J. Wang, and X. Lin. "Cyclic and post-cyclic behaviour from sand–geogrid interface large-scale direct shear tests." Geosynthetics International 23, no. 2 (April 2016): 129–39. http://dx.doi.org/10.1680/jgein.15.00037.

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Wichtmann, T., A. Niemunis, and Th Triantafyllidis. "Strain accumulation in sand due to cyclic loading: Drained cyclic tests with triaxial extension." Soil Dynamics and Earthquake Engineering 27, no. 1 (January 2007): 42–48. http://dx.doi.org/10.1016/j.soildyn.2006.04.001.

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Xiong, Zhi, Wan Jiang, Lian Jun Wang, and Ying Shi. "Cyclic Fatigue of Alumina Ceramics as Evaluated by Modified Small Punch Tests." Key Engineering Materials 336-338 (April 2007): 2426–28. http://dx.doi.org/10.4028/www.scientific.net/kem.336-338.2426.

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Fatigue behaviors of conventional alumina ceramics in cyclic loading with hemisphere and cylinder punches are investigated with modified small punch (MSP) tests. Residual strengths are used to quantify the degree of fatigue damage. The dependences of the residual MSP strength on loading mode, cyclic loading magnitude, frequency, and puncher shape have been discussed in detail. Fatigue behavior studies could be very convenient and effective because MSP tests could perform the cyclic loading and then evaluate the residual strength consistently and effectively.

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Rasouli, Habib, Behzad Fatahi, and Sanjay Nimbalkar. "Liquefaction and post-liquefaction assessment of lightly cemented sands." Canadian Geotechnical Journal 57, no. 2 (February 2020): 173–88. http://dx.doi.org/10.1139/cgj-2018-0833.

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Post-liquefaction response of lightly cemented sands during an earthquake may change and become similar to uncemented sands due to bonding breakage. In the current study, the effect of degree of cementation on liquefaction and post-liquefaction behaviour of lightly cemented sands was studied through a series of cyclic and monotonic triaxial tests. Portland cement with high early strength and Sydney sand were used to reconstitute the lightly cemented specimens with unconfined compression strength ranging from 25 to 220 kPa. A series of multi-stage soil element tests including stress-controlled cyclic loading events with different amplitudes and post-cyclic undrained monotonic shearing tests were carried out on both uncemented and cemented specimens. Furthermore, a series of undrained monotonic shearing tests without cyclic loading history on different types of specimens was conducted to investigate the effect of cyclic loading history on the post-cyclic response of the specimens. The results show that residual excess pore-water pressure is correlated to the cyclic degradation of lightly cemented sands during cyclic loading. In addition, optical microstructure images of the cemented specimens after liquefaction showed that a major proportion of cementation bonds remained unbroken, which resulted in a superior post-liquefaction response with respect to initial stiffness and shear modulus in comparison to the uncemented sand.

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Kumar, R. Suresh, P. Chellapandi, and C. Lakshmana Rao. "Modelling Material Behavior of Austenitic Stainless Steel under Monotonic and Cyclic Loadings." Applied Mechanics and Materials 151 (January 2012): 721–25. http://dx.doi.org/10.4028/www.scientific.net/amm.151.721.

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Mechanical behavior of the austenitic stainless steel under monotonic and cyclic loading at room temperature has been mathematically predicted. Materials like SS 316 LN exhibit cyclic hardening behavior under cyclic loading. Based on the characteristics of yield surface, cyclic hardening can be classified into isotropic and kinematic hardening. Armstrong-Frederic model is used for predicting the kinematic hardening of this material. It is basically a five parameter, nonlinear kinematic hardening model. Cyclic tests for various ranges were carried out to derive the isotropic material parameter required for modeling. Kinematic hardening material parameter required for modeling were computed based on both monotonic tension and torsion tests. By using these parameters the developed program is able to model the mechanical behavior of austenitic stainless steel under monotonic and cyclic loading conditions at room temperature. Comparison of the predicted results with the experimental results shows that the kinematic hardening material parameters derived from the monotonic torsion tests were in good agreement than that of the monotonic tension tests. Also it is recommended to use more material parameter constitutive models to improve the accuracy of the mathematical predictions for the material behavior under cyclic loading.

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Prasad, Y. V. S. N., and S. Narasimha Rao. "Pullout behaviour of model pile and helical pile anchors Subjected to lateral cyclic loading." Canadian Geotechnical Journal 31, no. 1 (February 1, 1994): 110–19. http://dx.doi.org/10.1139/t94-012.

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This paper presents the effect of lateral cyclic loading on the pullout capacity of model and helical piles in clayey soil. The tests were conducted on short rigid model piles in the laboratory in three phases, namely lateral static load tests, lateral cyclic load tests, and vertical pullout tests. From the test results it was found that the lateral cyclic loading affects the pullout capacity of piles substantially. Reduction in pullout capacity mainly depends upon the lateral deflection of the pile during cyclic loading and the embedment ratio of the pile. This reduction in the pullout capacity of model piles is presented in terms of nondimensional parameters, viz., degradation factor, lateral deflection ratio, and embedment ratio of pile. However, in the case of helical piles under similar conditions, it was found that the lateral cyclic loading has very little influence on the pullout capacity. The reasons for the better performance of helical piles over ordinary piles are explained. Key words : clay, degradation factor, helical pile, lateral cyclic loading, lateral deflection, Joading level, pile, pullout capacity.

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Mele, Lucia, Stefania Lirer, and Alessandro Flora. "The effect of confinement in liquefaction tests carried out in a cyclic simple shear apparatus." E3S Web of Conferences 92 (2019): 08002. http://dx.doi.org/10.1051/e3sconf/20199208002.

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The cyclic simple shear tests can be used to reproduce in laboratory the complex behaviour of the soil during an earthquake, simulating the continuous rotation of the principal stress axes. In this research a comparison of results between cyclic simple shear tests carried out with confining pressure or confining rings is reported. A cyclic simple shear apparatus is used to carry out tests with confining rings (the conventional way to carry out cyclic simple shear tests) and with a confining pressure applied to the specimen through pressurized water, where the K0 condition during consolidation is guaranteed by a sophisticated control system. The apparatus, in both the configurations, is described in detail. All tests were carried out on reconstituted specimens of an Italian sand with similar initial conditions, such as low relative density and confining pressure. All experimental results are reported in the plane cyclic stress ratio (CSR) and number of cycles where liquefaction occurs (Nliq) in order to evaluate the effect of confinement on the liquefaction resistance of the studied sand.

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Andersen, Knut H. "Bearing capacity under cyclic loading — offshore, along the coast, and on land. The 21st Bjerrum Lecture presented in Oslo, 23 November 2007This paper represents the written version of the 21st Bjerrum Lecture. While it has been edited for the present publication, it retains the general structure of the original lecture, which was intended for a general geotechnical audience. The Bjerrum Lecture is presented in Oslo in alternate years by the Norwegian Geotechnical Society with the support of the Bjerrum Memorial Fund (Laurits Bjerrums Minnefond)." Canadian Geotechnical Journal 46, no. 5 (May 2009): 513–35. http://dx.doi.org/10.1139/t09-003.

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Cyclic loading can be important for the foundation design of structures, both offshore, along the coast, and on land, and for the stability of slopes. This is illustrated by several examples. The paper discusses how soil behaves under cyclic loading, both for structures and for slopes, and shows that the cyclic shear strength and the failure mode under cyclic loading depend strongly on the stress path and the combination of average and cyclic shear stresses. Diagrams with the cyclic shear strength of clay, sand, and silt that can be used in practical design are presented. Comparisons between calculations and model tests indicate that foundation capacity under cyclic loading can be determined on the basis of cyclic shear strength determined in laboratory tests.

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Wijewickreme, Dharma, and Achala Soysa. "Stress–strain pattern–based criterion to assess cyclic shear resistance of soil from laboratory element tests." Canadian Geotechnical Journal 53, no. 9 (September 2016): 1460–73. http://dx.doi.org/10.1139/cgj-2015-0499.

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The cyclic shear response of soils is commonly examined using undrained (or constant-volume) laboratory element tests conducted using triaxial and direct simple shear (DSS) devices. The cyclic resistance ratio (CRR) from these tests is expressed in terms of the number of cycles of loading to reach unacceptable performance that is defined in terms of the attainment of a certain excess pore-water pressure and (or) strain level. While strain accumulation is generally commensurate with excess pore-water pressure, the definition of unacceptable performance in laboratory tests based purely on cyclic strain criteria is not robust. The shear stiffness is a more fundamental parameter in describing engineering performance than the excess pore-water pressure alone or shear strain alone; so far, no criterion has considered shear stiffness to determine CRR. Data from cyclic DSS tests indicate consistent differences inherent in the patterns between the stress–strain loops at initial and later stages of cyclic loading; instead of relatively “smooth” stress–strain loops in the initial parts of loading, nonsmooth changes in incremental stiffness showing “kinks” are notable in the stress–strain loops at large strains. The point of pattern change in a stress–strain loop provides a meaningful basis to determine the CRR (based on unacceptable performance) in cyclic shear tests.

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