Relevant bibliographies by topics / Composite Plate Shear Walls

Academic literature on the topic 'Composite Plate Shear Walls'

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Published: 10 December 2022
Last updated: 29 January 2023

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Journal articles on the topic "Composite Plate Shear Walls"

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Yang, Yue, Jingbo Liu, Xin Nie, and Jiansheng Fan. "Experimental Research on Out-of-Plane Cyclic Behavior of Steel-Plate Composite Walls." Journal of Earthquake and Tsunami 10, no. 01 (January 31, 2016): 1650001. http://dx.doi.org/10.1142/s1793431116500019.

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Three steel-plate composite walls were tested under reversal loads. The primary purpose of this experiment was to investigate the out-of-plane behavior of steel-plate composite walls under seismic actions, including the failure modes, hysteretic behavior, strength, and stiffness while emphasizing the effects of shear span, connection details, and thickness of the steel plates. All specimens showed some pinching effect in the hysteresis loops. Both shear failure and flexural failure occurred in the tests depending on the shear span and steel plate thickness of the specimens. All surface steel plates of the specimens remained unbuckled before yielding during the loading process, which indicated that the ratio of connector spacing to surface steel plate thickness adopted for the specimens satisfied the requirement of yielding before buckling. The test results also showed that the tie bars contributed significantly to the out-of-plane shear strength of the steel-plate composite walls.
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Guo, Zhen, and Ying Shu Yuan. "Shear Performance of Composite Steel Plate Shear Walls with Trilateral Constrained by Experimental Study." Advanced Materials Research 163-167 (December 2010): 239–44. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.239.

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An experimental study was performed to investigate the structural capacity of composite steel plate walls with trilateral constrained. Six one-third-scale models of one-story prototype walls with composite steel plate shear walls were tested. The parameters for this test were the width-thickness ratio of infill steel plates and the strength of compound precast plate. Regardless of the infill plate design, the steel plate wall specimens exhibited excellent strength, deformation capacity. The design of boundary connection method is important to small width-thickness ratio of infill plates. Bolt sliding between the infill steel plates and boundary frame would decrease initial stiffness and shear strength of the steel plate shear walls. And more, this result indicates that the initial stiffness and shear strength would be improved highly with compound precast plate as resistant-lateral of infill steel plate. But the precast plate must be have sufficient strengh in design.
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Dey, Sandip, and Anjan K. Bhowmick. "Seismic performance of composite plate shear walls." Structures 6 (May 2016): 59–72. http://dx.doi.org/10.1016/j.istruc.2016.01.006.

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Xie, Qinghai, Jianzhuang Xiao, Wengang Xie, and Wanyang Gao. "Cyclic tests on composite plate shear walls–concrete encased before and after fire exposure." Advances in Structural Engineering 22, no. 1 (June 1, 2018): 54–68. http://dx.doi.org/10.1177/1369433218777837.

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Cyclic lateral loading tests were conducted on six composite plate shear walls–concrete encased and two conventionally reinforced concrete walls. The composite plate shear walls–concrete encased were constructed using high-performance concrete and different steel configurations with a same steel content ratio. These walls were divided into two batches. Three composite plate shear walls–concrete encased and one conventional wall were first exposed to the ISO 834 standard fire before the cyclic tests. To their comparison, the other four walls were only tested under the cyclic loading at room temperature. During the fire tests, the four walls experienced the spalling of concrete. The composite plate shear walls–concrete encased suffered more explosive spalling than the conventional wall. After the fire tests, all walls were tested under the cyclic loading. Based on the test results, analysis and discussions were made on the lateral load, lateral stiffness, and energy dissipation ability of walls. The difference was identified between the behavior of composite plate shear walls–concrete encased and that of conventional wall. Moreover, the influences of fire exposure were analyzed on seismic behavior of shear walls. Generally, the high temperatures reduce the yield, peak, and ultimate loads of walls and degrade the lateral stiffness. No significant difference can be found in energy dissipation ability between the heated and unheated walls before the drift ratio 1/120.
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Wei, Fangfang, Zejun Zheng, Jun Yu, and Yongquan Wang. "Structure behavior of concrete filled double-steel-plate composite walls under fire." Advances in Structural Engineering 22, no. 8 (February 8, 2019): 1895–908. http://dx.doi.org/10.1177/1369433218825238.

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Concrete filled double-steel-plate composite walls with shear studs, one type of steel–concrete–steel walls, are recently developed and have been used in high-rise buildings, for which fire safety is a big concern. In order to investigate the fire endurance of this new type of concrete filled double-steel-plate composite walls, three specimens with different axial compression ratios and different lengths and intervals of shear studs were tested under one-side ISO-834 standard fire to obtain the temperature distribution, deformation, and detailed failure modes. Each specimen consisted of a concrete filled double-steel-plate composite wall-body and two boundary columns. Moreover, finite-element-based numerical investigations were conducted to confirm and extend experimental findings. All the concrete filled double-steel-plate composite walls failed in compression–flexure mode with the local buckling at the compressive steel plate. The results indicate that the fire endurance of concrete filled double-steel-plate composite walls is significantly affected by the axial compression ratio, the eccentricity of the axial load, and the bond strength between shear studs and concrete. Axial compression ratio, defined as the ratio of axial compression to the nominal compressive capacity of concrete filled double-steel-plate composite walls, has both positive and negative effects on the fire endurance of concrete filled double-steel-plate composite walls. The axial load eccentricity toward the unexposed side is much more detrimental to the fire endurance of concrete filled double-steel-plate composite walls than the one toward the exposed side. In engineering practice, it is recommended that proper intervals (not greater than 300 mm) and lengths (not less than 40 mm) of the shear studs should be used to ensure the bond between concrete and steel plates.
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Hong, Sung-Gul, Wonki Kim, Kyung-Jin Lee, Namhee Kim Hong, and Dong-Hun Lee. "Out-of-Plane Shear Strength of Steel-Plate-Reinforced Concrete Walls Dependent on Bond Behavior." Journal of Disaster Research 5, no. 4 (August 1, 2010): 385–94. http://dx.doi.org/10.20965/jdr.2010.p0385.

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This paper investigates the out-of-plane shear behavior of composite steel-plate-reinforced concrete walls (SC walls) and proposes their shear-strength-models based on plasticity theory limit analysis. For speedy, modular construction, SC walls are fabricated using double-skin steel plates with welded shear studs and sandwiching concrete between them. A review of current design formulas provides better understanding of bond-stress-dependent shear behavior relying on studs of SC walls. We conducted experiments on bondstrength-dependent arch and/or truss action to verify proposed shear-strength models with test results. Test results, including those from literature, agreed well with the strength anticipated by proposed formulas.
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Farahbakhshtooli, Armin, and Anjan Bhowmick. "Seismic Collapse Assessment of Composite Plate Shear Walls." Journal of Structural Engineering 146, no. 12 (December 2020): 04020266. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002829.

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Vogiatzis, Tzanetis, Themistoklis Tsalkatidis, and Aris Avdelas. "Wood-steel composite shear walls with openings." International Journal of Engineering & Technology 10, no. 1 (December 25, 2020): 14. http://dx.doi.org/10.14419/ijet.v10i1.31255.

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This paper reports an investigation into the behaviour of wood-steel composite shear walls, consisting of strand laminated lumber boundary frames with infill steel plates. Recently it has been shown that wood-steel composite shear wall systems can offer various advantages over code-approved wood frame shear walls, including architectural flexibility. However, further research is needed so as to gain a better insight and understanding into the structural behaviour of this lateral load resisting system. On this basis, three-dimensional full-scale finite element models are developed and used to simulate the wood-steel composite shear wall with solid infill plates and with centrally-perforated infill plates. In this paper, firstly, a three-dimensional finite element model of wood-steel composite shear wall under monotonic loading. The numerical results were compared with experimental data and it was found that the model can predict the behaviour of wood-steel composite shear walls with reasonable precision. Using the verified model, a parametric study on wood-steel composite shear wall models with and without openings was performed. Critical parameters influencing the wood-steel composite shear walls behaviour such as the thickness of the steel plate and the opening ratio were investigated. The results of this parametric study provide useful information for the engineering application of wood-steel composite shear wall systems.
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Zhang, Jian Wei, Wan Lin Cao, Hong Ying Dong, and Gang Li. "Experimental Study on Seismic Performance of Mid-Rise Composite Shear Walls with CFT Columns and Embedded Steel Plate." Advanced Materials Research 163-167 (December 2010): 2274–84. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2274.

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The shear wall with concrete filled steel tube (CFT) columns and steel plate is a new kind of composite shear wall. In order to know its seismic performance and failure mechanism, six 1/5 scale specimens with the same shear span ratio 1.5, including 3 steel plate shear walls (SPSWs) with CFT columns and 3 reinforced concrete shear walls (RCSWs) with CFT columns and embedded steel plate, were tested under cyclic loading. The thickness of the steel plates in the shear walls changed from 2mm, 4mm to 6mm. Based on the experiment, the load-carrying capacity, hysteresis characteristics, ductility, stiffness degradation, energy dissipation and damage characteristics of the specimens were analyzed. Especially, the ratio of height to sectional thickness of the steel plates in the shear wall was considered. The result shows that both the SPSW with CFT columns and the RCSW with CFT columns and embedded steel plate have good seismic performance and are with important practical engineering value.
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Elmatzoglou, Michaela, and Aris Avdelas. "08.48: Double-steel plate composite shear walls: In-plane seismic behaviour." ce/papers 1, no. 2-3 (September 2017): 2227–36. http://dx.doi.org/10.1002/cepa.269.

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Dissertations / Theses on the topic "Composite Plate Shear Walls"

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O'Dell, Jason. "Wood plastic composite sill plate for continuous anchorage of shear walls in light-frame wood structures." Online access for everyone, 2008. http://www.dissertations.wsu.edu/Thesis/Summer2008/j_odell_060108.pdf.

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Driver, Robert George. "Seismic behaviour of steel plate shear walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/nq21563.pdf.

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Schumacher, Ann. "Connection of infill panels in steel plate shear walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/mq21206.pdf.

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Egorova, Natalia Vadimovna. "Experimental Study of Ring-Shaped Steel Plate Shear Walls." Thesis, Virginia Tech, 2013. http://hdl.handle.net/10919/52633.

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A new type of steel plate shear wall has been devised which resists out-of-plane buckling without requiring stiffeners. The ring-shaped steel plate shear wall (RS-SPSW) includes a web plate that is cut with a pattern of holes leaving ring-shaped portions of steel connected by diagonal links. The ring shape resists out-of-plane buckling through the mechanics of how a circular ring deforms into an ellipse. It has been shown that the ring's compression diagonal will shorten a similar amount as the tension diagonal elongates, essentially eliminating the slack in the direction perpendicular to the tension field. Because of the unique features of the ring's mode of distortion, the load-deformation response of the resulting RS-SPSW system can exhibit full hysteretic behavior and possess greatly improved stiffness relative to thin unstiffened SPSW. The concept has been validated through testing on seven 34 in x 34 in panels. General conclusions about influence of different geometric parameters on plate behavior have been made.
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Morel, Osman Fuat. "Earthquake Performance Of Un-stiffened Thin Steel Plate Shear Walls." Master's thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/1260427/index.pdf.

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In this study two dimensional steel frames, reinforced with un-stiffened thin steel panels, are investigated. In the first part of the study, the strip model, a method for analyzing un-stiffened thin steel plate shear walls, was investigated. Sensitivity studies to investigate the influence of the number of strip members to be used to in the strip model and their angle of inclination were conducted. In the second part, responses of various un-stiffened steel plate shear wall systems to lateral loads were investigated. The influences of three major parameters were studied. These are the beam-to-column connection type, the boundary frame stiffness and the plate slenderness ratio (the ratio of the centerline column spacing to the thickness of the plate). In both parts nonlinear pushover analysis were performed with SAP2000 structural analysis program. In this study, the history of development, theory and advantages of un-stiffened thin steel plate shear walls and recommendations for this lateral load resisting system are presented.
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Utzman, Richard Henry. "Alternate foundation sill plate and hold-down elements for light-frame shear walls." Pullman, Wash. : Washington State University, 2009. http://www.dissertations.wsu.edu/Thesis/Summer2009/r_utzman_072409.pdf.

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Thesis (M.S. in civil engineering)--Washington State University, August 2009.
Title from PDF title page (viewed on Aug. 11, 2009). "Department of Civil and Environmental Engineering." Includes bibliographical references.
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Rezai, Mahmoud. "Seismic behaviour of steel plate shear walls by shake table testing." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0028/NQ38963.pdf.

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Just, Paul J. III. "A State of the Art Review of Special Plate Shear Walls." University of Cincinnati / OhioLINK, 2016. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1459155417.

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Koppal, Manasa. "Computational Investigation of Tunable Steel Plate Shear Walls for Improved Seismic Resistance." Thesis, Virginia Tech, 2012. http://hdl.handle.net/10919/34570.

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Steel plate shear walls (SPSWs) are popular lateral force resisting systems whose practical applications range from high seismic regions to medium and low seismic areas and wind load applications. The factors which make SPSW attractive include its energy dissipation capacity, excellent ductility, constructability, speed of construction compared to concrete shear walls, reduced architectural footprint compared to concrete shear walls, and increased inelastic deformation capacity as compared to braced frames. The principle behind current SPSW design is that the post-buckling tension field capacity of the thin web plate is proportioned to resist the full lateral load. The resulting web plate is typically quite thin, buckles at low loads, possesses low stiffness, and does not provide resistance when the lateral loads are reversed until the tension field engages in the opposite direction. To compensate for these shortcomings, moment connections are required at the beam to column connections to improve energy dissipation, increase stiffness, and provide lateral resistance during load reversal. The resulting SPSW designs with very thin web plates, moment connections, and beams and columns significantly larger than comparable braced frames, can result in inefficient structural systems. The objective of this work is to develop steel plate shear wall systems that are more economic and efficient. In order to achieve this, approaches like shear connections between beams and columns, allowing some yielding in columns and increasing plate thicknesses were attempted. But these approaches were not effective in that there was no reduction in the amount of steel required since stiffness controlled the designs. This necessitated the creation of tunable steel plate shear wall systems in which strength and stiffness could be decoupled. Preliminary analyses of seven steel plate shear wall systems which allow tunability were conducted and two configurations namely circular holes and butterfly shaped links around the perimeter, that showed promising results were chosen. The solid plate in the middle of the panel contributes significant pre-yield stiffness to the system while the geometry of the perimeter perforations controls strength and ductility. An example panel was designed using the two approaches and compared to panels designed using current SPSW design methods. The proposed configurations resulted in improved overall performance of the system in terms of energy dissipation, stable hysteresis, required less steel and no moment connections between beams and columns. This was also observed from the parametric study that was performed by varying the thickness of the web plate and the geometry of the configurations. Thus it was concluded that the two proposed configurations of cutouts were promising concepts that allow separate tuning of the system strength, stiffness and ductility and could be adopted in any seismic zone for improved seismic resistance.
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Sabouri-Ghomi, Saaid. "Quasi static and dynamic hysteretic behaviour of unstiffened steel plate shear walls." Thesis, Cardiff University, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.440607.

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Books on the topic "Composite Plate Shear Walls"

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Lv, Yang. Steel Plate Shear Walls with Gravity Load: Theory and Design. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-8694-8.

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Anderson, Melvin S. Inclusion of transverse shear deformation in the exact buckling and vibration analysis of composite plate asemblies. Hampton, Va: Langley Research Center, 1993.

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McGowan, David Michael. Development of curved-plate elements for the exact buckling analysis of composite plate assemblies including transverse-shear effects. [Washington, D.C: National Aeronautics and Space Administration, 1997.

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McGowan, David Michael. Development of curved-plate elements for the exact buckling analysis of composite plate assemblies including transverse-shear effects. [Washington, D.C: National Aeronautics and Space Administration, 1997.

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McGowan, David Michael. Development of curved-plate elements for the exact buckling analysis of composite plate assemblies including transverse-shear effects. [Washington, D.C: National Aeronautics and Space Administration, 1997.

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G, Driver Robert, ed. Seismic behaviour of steel plate shear walls. Edmonton, Alta., Canada: Dept. of Civil and Environmental Engineering, University of Alberta, 1997.

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Yang, Lv. Steel Plate Shear Walls with Gravity Load: Theory and Design. Springer Singapore Pte. Limited, 2022.

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Inclusion of transverse shear deformation in the exact buckling and vibration analysis of composite plate assemblies. [Washington, D.C.]: National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Program, 1993.

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Center, Langley Research, ed. Development of curved-plate elements for the exact buckling analysis of composite plate assemblies including transverse-shear effects. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1999.

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Development of curved-plate elements for the exact buckling analysis of composite plate assemblies including transverse-shear effects. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1999.

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Book chapters on the topic "Composite Plate Shear Walls"

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Najm, Hadee Mohammed, Saber Kouadri, and Manahel Shahath Khalaf. "Finite Element Model of Smart Composite Steel Plate Shear Walls." In Lecture Notes in Civil Engineering, 287–308. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-12011-4_22.

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Anand, Subhash C. "Shear Strength of Composite Masonry Walls." In Research Transformed into Practice, 384–95. New York, NY: American Society of Civil Engineers, 1995. http://dx.doi.org/10.1061/9780784400944.ch33.

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Elgaaly, Mohamed, Yinbo Liu, and Vincent Caccese. "Thin Steel Plate Shear Walls, Research to Practice." In Research Transformed into Practice, 82–93. New York, NY: American Society of Civil Engineers, 1995. http://dx.doi.org/10.1061/9780784400944.ch08.

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Lv, Yang. "Corrugated Steel Plate Shear Wall Considering the Gravity Load." In Steel Plate Shear Walls with Gravity Load: Theory and Design, 165–88. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-8694-8_5.

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Lv, Yang. "Cross Stiffened Steel Plate Shear Walls Considering the Gravity Load." In Steel Plate Shear Walls with Gravity Load: Theory and Design, 145–63. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-8694-8_4.

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Reddy, J. N., and P. Bose. "Evaluation of Shear Deformation Plate Theories of Composite Laminates." In Computational Mechanics ’95, 2526–32. Berlin, Heidelberg: Springer Berlin Heidelberg, 1995. http://dx.doi.org/10.1007/978-3-642-79654-8_419.

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De Alwis, A. D., W. J. B. S. Fernando, P. Mendis, D. S. Hettiarachchi, and W. P. M. Weerasinghe. "Analysis and Design of Steel Plate Composite Beams for Shear." In Lecture Notes in Civil Engineering, 355–62. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-4412-2_26.

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Lv, Yang. "Summary and Future Work." In Steel Plate Shear Walls with Gravity Load: Theory and Design, 189–91. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-8694-8_6.

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Lv, Yang. "Steel Plate Shear Walls with Considering the Gravity Load by the Effective-Width Model." In Steel Plate Shear Walls with Gravity Load: Theory and Design, 15–84. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-8694-8_2.

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Lv, Yang. "Introduction." In Steel Plate Shear Walls with Gravity Load: Theory and Design, 1–13. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-8694-8_1.

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Conference papers on the topic "Composite Plate Shear Walls"

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A., Razzazzadeh, and Mashiri F. R. "Analysis of Steel Plate Shear Walls." In 4th International Conference on Steel & Composite Structures. Singapore: Research Publishing Services, 2010. http://dx.doi.org/10.3850/978-981-08-6218-3_ss-we025.

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Qin, Rong, Guo Lanhui, Fan Feng, and Zhang Sumei. "Seismic behavior of composite frame infilled composite steel plate shear walls." In 2011 International Conference on Consumer Electronics, Communications and Networks (CECNet). IEEE, 2011. http://dx.doi.org/10.1109/cecnet.2011.5769262.

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Deng, Xiaoyan, Mehdi Dastfan, and Robert G. Driver. "Behaviour of Steel Plate Shear Walls with Composite Columns." In Structures Congress 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/41016(314)100.

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Jin, Huajian, Guoqiang Li, and Feifei Sun. "Study on non-buckling steel plate shear walls with corrugated core panel." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7009.

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In this paper, a non-buckling steel plate shear wall with corrugated core panel was introduced, which keeps itself from premature buckling by fully taking advantage of extra-large flexural stiffness of corrugated core panel and enables to yield before buckling. Most importantly, the optimal corrugation configuration of corrugated core panel was obtained by parametric investigation into detailed dimensions of single wave such as thickness, depth of corrugation, angle of corrugation and so on, which was hereafter validated by numerical simulation. Non-dimensional parameters such as height-to-thickness ratio, width-to-thickness ratio and aspect ratio have also been taken into consideration, all of which turn out to be the most decisive factors of guaranteeing the “non-buckling”. The parametric analysis proves that as long as the former two factors are below the critical values recommended in this paper, unexpected buckling is not going to happen. On the other hand, theoretical approaches to calculate the yielding strength and initial stiffness were derived, as well as a theoretical design method for boundary elements. Meanwhile, a simplified model was concluded. Formulas to determine the cross-section of cross braces and boundary elements were given based on the principle of equivalent yielding strength and initial stiffness. Finally, four specimens were resorted to testify above theory and parametric study. Two specimens with larger height-to-thickness ratio that exceeds the recommended limit exhibit inevitable buckling, while the others with smaller height-to-thickness ratio show ideal energy-absorbing capability and no evident buckling is observed even under an inter-story drift of 2%.
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Bhardwaj, Saahastaranshu R., Amit H. Varma, and Taha Al-Shawaf. "Outline of Specification for Composite SC Walls in Nuclear Facilities." In 2016 24th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/icone24-60960.

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Appendix N9 to AISC N690s1 presents the design provisions for steel-plate composite (SC) walls in safety related nuclear facilities. AISC N690s1 is Supplement No. 1 to AISC N690-12 specification for safety related steel structures in nuclear facilities and was published in October 2015. This paper discusses the outline of Appendix N9 as well as how the appendix can be used for the design of SC wall structures. Appendix N9 establishes the minimum requirements that SC walls need to meet in order for the specification to be applicable. The requirements include minimum and maximum wall thickness and steel reinforcement ratio. Detailing requirements for SC wall panel sections are also discussed. The faceplate slenderness requirement to prevent the limit state of buckling before yielding is provided. Steel anchor requirements are based on developing adequate composite action, and preventing interfacial shear failure. Requirements for tie bars connecting the steel plates (faceplates) are provided to prevent splitting failure and out-of-plane shear failure. The detailing and design provisions for regions around openings in SC walls are also included. Appendix N9 provides a method of checking the design of SC walls for impactive and impulsive loads. A discussion of the analysis requirements for SC walls is presented. The provisions include effective stiffnesses, accident thermal loading and model parameters for analysis. The design strength equations for axial tension, axial compression, out-of-plane shear, out-of-plane flexure, in-plane shear, and for combined in-plane forces and out-of-plane moment demands are parts of the provisions of the appendix. The provisions also include interaction equations for evaluating tie bars resisting demands due to combination of out-of-plane and interfacial shear forces. Performance requirements for the anchorage of SC walls to concrete basemat, SC wall-to-wall connections and SC walls to floor slab connections are given in the appendix. The provisions also include requirements for fabrication, inspection, and quality control of SC walls constructed for safety-related nuclear facilities.
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Mamazizi, Arman, and Shabaz Shawqi Ahmed. "Seismic Performance of Composite Steel Plate Shear Walls(CSPSW) Containing Two Openings." In 2022 8th International Engineering Conference on Sustainable Technology and Development (IEC). IEEE, 2022. http://dx.doi.org/10.1109/iec54822.2022.9807556.

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Hatami, F., A. Rahai, and L. Hoseinzadeh. "Optimization of concrete/steel thickness ratio in composite steel plate shear walls (CSSWs)." In OPTI 2009. Southampton, UK: WIT Press, 2009. http://dx.doi.org/10.2495/op090161.

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Guo, Lanhui, Sumei Zhang, and Ran Li. "Hysteretic Behavior of Composite Steel Plate Shear Wall Systems." In 10th International Conference on Advances in Steel Concrete Composite and Hybrid Structures. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-07-2615-7_346.

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Zhou, Junming, Y. L. Mo, Xianghong Sun, and Jie Li. "Seismic Performance of Composite Steel Plate Reinforced Concrete Shear Wall." In 12th Biennial International Conference on Engineering, Construction, and Operations in Challenging Environments; and Fourth NASA/ARO/ASCE Workshop on Granular Materials in Lunar and Martian Exploration. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41096(366)285.

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Nie, Jian-Guo, and Xiao-Wei Ma. "Effective Stiffness of Steel Plate-Concrete Composite Shear Wall Structures under Normal Status." In Structures Congress 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413357.218.

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Reports on the topic "Composite Plate Shear Walls"

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Agrawal, Shubham, Morgan Broberg, and Amit Varma. Seismic Design Coefficients for SpeedCore or Composit Plate shear Walls - Concrete Filled (C-PSW/CF) Final Project Report. Purdue University, 2020. http://dx.doi.org/10.5703/1288284317125.

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TENSILE FORCE AND BENDING MOMENT DEMANDS ON HEADED STUD FOR THE DESIGN OF COMPOSITE STEEL PLATE SHEAR WALL. The Hong Kong Institute of Steel Construction, December 2019. http://dx.doi.org/10.18057/ijasc.2019.15.4.5.

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COMPARISON ON PERFORMANCES OF DIFFERENT TYPES OF STEEL CORRUGATED PLATE SHEAR WALLS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.018.

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NUMERICAL AND THEORETICAL STUDIES ON DOUBLE STEEL PLATE COMPOSITE WALLS UNDER COMPRESSION AT LOW TEMPERATURES. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.6.

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Double steel plate composite walls (DSCWs) with several unique types of connectors have been implemented to protect offshore oil exploration platforms from concentric forces caused by ice in the Arctic region. This paper investigates the compressive perfor-mance of DSCWs with interlocked J-hooks and overlapped headed studs at low temperatures ranging from 20 ℃ to -80 ℃ with nonlinear finite element models (FEMs). The intricate geometric size of the concrete, multiple interactions of the concrete with the connectors, and material nonlinearities of the concrete have been thoroughly simulated. The reasonable consistency between the results of the monotonic tests and finite element analysis (FEA) on nine DSCWs with interlocked J-hooks and seven DSCWs with overlapped headed studs indicates that the FEMs can effectively predict the compressive performance of the DSCWs at low temper-atures. On the basis of the validated FEMs, the effects of the horizontal and vertical spacing of the connectors on the compressive performance of the DSCWs are studied. Finally, theoretical models of the load-displacement curves are developed to reveal the compressive response of DSCWs at low temperatures with different types of connectors, taking into account the restraining effect of steel plates on the inner concrete and the local buckling of steel plates. Compared with previous tests and FEA, the developed theoretical models have reasonable consistency for the load-displacement curves of DSCWs at low temperatures.
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STUDY ON MECHANICAL PROPERTIES OF STAINLESS STEEL PLATE SHEAR WALL STRENGTHENED BY CORRUGATED FRP. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.305.

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In this paper, the mechanical properties of stainless steel plate shear walls reinforced with fiber reinforced polymer (FRP) of corrugated sections were studied. Two scaled FRP-stainless steel plate shear wall specimens were designed and subjected to the monotonic horizontal load. FRPs in the form of corrugated and flat sections were respectively used to reinforce the embedded steel plates of the steel plate shear wall. The test results show that the failure mode of flat FRP reinforced steel plate shear wall is mainly the peeling of the FRP, while the failure mode of corrugated FRP reinforced steel plate shear wall is mainly the tensile fracture of the FRP. The out-of-plane deformation of steel plate reinforced with corrugated FRP can be effectively restrained. The maximum bearing capacity of the two specimens is 97.96 kN and 106.32 kN respectively. The yield load of the specimen with corrugated FRP is increased by 16.5%, the ultimate bearing capacity is increased by 9.3% and the stiffness is increased by 68%.
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LOAD TRANSFER MECHANISM OF STEEL GIRDER-RC PIER CONNECTION IN COMPOSITE RIGID-FRAME BRIDGE. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.286.

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The composite rigid-frame bridge, where the steel girder and the reinforced concrete (RC) pier are rigidly connected, has a high bearing capacity and superior long-term performance. The steel girder-RC pier connection is the critical detail for the design of such a structural form. To this end, a detailed review of composite rigid-frame bridges in China and abroad was carried out to summarize various forms of connections and evaluate their applicability. A novel connection type was then proposed to improve the connective performance between steel plate girders and RC piers. Threedimensional finite element models were further developed to investigate the force transfer mechanism, accounting for the impact of concrete stress, shear force in the connectors, and stress of steel plates. The results indicated that the proposed connection was capable of transmitting external loads reliably, and its ultimate bearing capacity exceeded design loads. The shear force of perfobond connectors, the tension of reinforcement, and the bearing effect of the bottom flange provided the major force transmission path to resist the external load.
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