Relevant bibliographies by topics / Coupled Composite Plate Shear Walls

Academic literature on the topic 'Coupled Composite Plate Shear Walls'

Author: Grafiati
Published: 10 December 2022
Last updated: 28 January 2023

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Journal articles on the topic "Coupled Composite Plate Shear Walls"

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Ma, Zhenbang, Yuntian Wu, Jie Zhang, and Mao Zhang. "Experimental Study on Seismic Behavior of Coupled Steel Plate and Reinforced Concrete Composite Wall." Buildings 12, no. 11 (November 21, 2022): 2036. http://dx.doi.org/10.3390/buildings12112036.

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The coupled steel plate and reinforced concrete (C-SPRC) composite wall is a new type of coupled-wall system consisting of steel coupling beams (SCBs) that join two SPRC walls where the steel plate shear wall (SPSW) is embedded in the RC wall. Although the C-SPRC wall has been extensively constructed in high-rise buildings in seismic regions, research on its behavior has rarely been reported. No code provisions are available for directly guiding the preliminary design of such coupled-wall systems. In the research, three 1/3-scaled C-SPRC wall subassemblies including one-and-a-half stories of SPRC walls and a half-span of SCB were tested under simulated earthquake action, considering the fabrication method of the embedded SPSW and the shear-span ratio of the SPRC walls as two test variables. The prime concern of the research was to evaluate the influences of those popular design and construction parameters on the seismic behavior of the C-SPRC wall. Deviating from the beam tip loading method used in conventional subassembly tests, the lateral cyclic load in this research was applied at the top of the wall pier so that the behaviors of both walls and SCBs could be examined. The test results exhibited the great seismic performance of the subassemblies with the coupling mechanism fully developed. The energy dissipation capacity and inter-story deformation capacity of the subassembly with the assembled SPSW were roughly 9.4% and 13.2% greater than those with the conventional welded SPSW. Compared with the subassembly with the shear-span ratio of 2.2, the interstory-deformation capacity of the one with the shear-span ratio of 2.0 was increased by approximately 13.4%, while the energy dissipation capacity was decreased by 10.9%. The test results were further compared with the simulation results using the proven-reliable finite element analysis with respect to the hysteretic curves, skeleton curves, energy dissipation capacities and failure patterns.
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Yeghnem, R., S. A. Meftah, A. Tounsi, and E. Adda-Bedia. "Earthquake Response of RC Coupled Shear Walls Strengthened with Thin Composite Plates." Journal of Vibration and Control 15, no. 7 (March 9, 2009): 963–84. http://dx.doi.org/10.1177/1077546308094250.

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Kizilarslan, Emre, Morgan Broberg, Soheil Shafaei, Amit H. Varma, and Michel Bruneau. "Seismic design coefficients and factors for coupled composite plate shear walls/concrete filled (CC-PSW/CF)." Engineering Structures 244 (October 2021): 112766. http://dx.doi.org/10.1016/j.engstruct.2021.112766.

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Kurt, Efe G., Amit H. Varma, and Young M. Sohn. "Direct shear strength of rebar-coupler anchor systems for steel-plate composite (SC) walls." International Journal of Steel Structures 16, no. 4 (December 2016): 1397–409. http://dx.doi.org/10.1007/s13296-016-0096-6.

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Incerti, Andrea, Alessandro Bellini, Anna Rosa Tilocca, and Marco Savoia. "Retrofitting with FRCM Composites: Shear and Flexural Behaviour of Strengthened Masonry Walls." Key Engineering Materials 919 (May 11, 2022): 80–89. http://dx.doi.org/10.4028/p-6q01h0.

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Structural strengthening using composite materials is nowadays one of the most interesting techniques to overcome weaknesses of masonry structures constituting large part of the building heritage. The use of FRCM composites is becoming more and more widespread due to some limitations of FRP retrofitting systems. In this framework, the presented experimental study is aimed at evaluating the in-plane and the out-of-plane behaviour of masonry walls strengthened with different types of FRCMs, analyzing in detail failure modes, capacity increments and efficiency of the strengthening systems when tested using two different configurations. To this purpose, bidirectional basalt grids and unidirectional steel fiber sheets, coupled with a lime based mortar, were used for retrofitting clay brick masonry walls subjected to diagonal compression tests and out-of-plane flexural tests. Experimental outcomes, when considering the in-plane or the out-of-plane direction, show that the adopted different layout strictly influences the flexural and shear strengthening efficiency of the reinforcement.
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Meftah, S. A., F. Mohri, and E. M. Daya. "Seismic behavior of RC coupled shear walls with strengthened coupling beams by bonded thin composite plates." KSCE Journal of Civil Engineering 17, no. 2 (March 2013): 403–14. http://dx.doi.org/10.1007/s12205-013-1286-9.

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Meftah, Sid Ahmed, and Abdelouahed Tounsi. "Lateral stiffness and vibration characteristics of damaged RC coupled shear walls strengthened with thin composite plates." Building and Environment 42, no. 10 (October 2007): 3596–605. http://dx.doi.org/10.1016/j.buildenv.2006.10.049.

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Yang, Jian, ShuTing Liang, XiaoJun Zhu, ChongFang Sun, and ZhengXing Guo. "Seismic behavior of precast concrete coupled shear walls with engineered cementitious composite (ECC) in the critical cast-in-place regions." Science China Technological Sciences 60, no. 8 (May 23, 2017): 1244–54. http://dx.doi.org/10.1007/s11431-016-9052-2.

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

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Mirza, Adeel R. "Evaluation of AISC Steel Coupling Beam Embedment Length in Composite Ordinary Shear Walls." University of Cincinnati / OhioLINK, 2018. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1543577095290297.

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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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CHEN, PO-YEN, and 陳柏言. "Study on Seismic Behavior for Steel Plate Composite High Strength Reinforced Concrete Coupling Beams of Shear Walls." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/da67p8.

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碩士
國立臺北科技大學
土木工程系土木與防災碩士班
107
Previous studies have pointed out that the built-in steel plate and the lateral ribs in the connecting beam can increase the shear capacity of the beam, and the failure mode changes from shear failure to flexural failure, improve the composite between concrete and steel plate and transmit shear force. The bearing flaps and stiffening plates at the end of the steel plate will destroy the anchoring zone, causing the strength of the steel-containing connecting beam to decay rapidly. In this study, five high-strength reinforced concrete connecting beams were designed and built-in steel plate specimens, with the addition of shearing nails, anchor length and treatment, and the addition of lateral ribs and steel plates to the main design variables. The experimental results show that the built-in steel plate and the lateral ribs and the additional shear nails can increase the shear capacity of the beam, and the failure mode changes from shear failure to flexural failure. The lateral reinforcement of the steel plate is added to the steel plate. Shear studs can improve the composite between concrete and steel plate and transmit shear force. The anchor length of the end of the steel plate is sufficient and the configuration of shear pins and openings can be used to effectively improve the damage of the anchoring zone. The standard test piece configuration steel plate can improve the maximum lateral force strength, displacement capacity, cumulative energy dissipation and initial stiffness of the test piece when the steel plate is anchored and the beam body is well compounded.
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Chan, Chia-Hsin, and 詹家昕. "Experimental and Analytical Studies on the Lateral Load-Displacement Curves of Shear-Critical Steel-Plate Concrete Composite Walls with Boundary Elements." Thesis, 2018. http://ndltd.ncl.edu.tw/handle/7ja4u4.

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碩士
國立臺灣大學
土木工程學研究所
106
Steel-plate concrete (SC) composite wall has high stiffness and high strength. They are mainly used in safety-related nuclear facilities and high-rise structural systems. Currently, AISC N690s1-15 (2015) and AISC 341-16 (2016) provide equations which are based on the behavior of SC walls subjected to pure in-plane shear to predict the in-plane shear strength of SC wall. Nevertheless, both AISC N690s1-15 (2015) and AISC 341-16 (2016) neglect the effect of aspect ratio (height-to-length). In practical application, a SC wall is affected not only by pure in-plane shear behavior but also by in-plane flexure behavior. As a result, the effect of flexure-shear interaction should be considered. On the other hand, a SC wall is very often connected with perpendicular SC walls at the ends. The perpendicular walls become the boundary elements of the longitudinal wall. Since the boundary elements can provide additional overturning moment resistance to the system, the failure mode of SC walls with boundary elements becomes shear failure. Therefore, the prediction of in-plane shear strength of shear-critical SC walls with boundary elements is one of the significant issues. 　　Recently, the studies of in-plane shear strength prediction of SC walls with boundary elements state different opinion of the effect of the aspect ratio. Furthermore, AISC N690s1-15 (2015) and AISC 341-16 (2016) do not offer the equation of lateral load-displacement curves. Consequently, this study aims to discuss the behavior of shear-critical SC walls with boundary elements and the impact of aspect ratio of a shear-critical SC wall on its strength. In addition, this research constructs a model of shear strength prediction which can dominate the effect of aspect ratio and provides two methods for building lateral load-displacement curves. 　　In the experimental program, two large-size spcimens were tested under displacement-controlled cyclic loading. From previous literatures and the test results of this research, it is clear that when aspect ratio is under certain value, the impact of aspect ratio on the shear strength is more noticeable and vice versa. By comparing the concrete minimum principal stress results from finite element method analysis with the concrete failure results from experiment, the possible mechanism of infilled concrete is obtained. To sum up, the shear strength prediction model in this research is modified from the model of Booth et al. (2015) and it takes the effect of the aspect ratio into consideration. Moreover, the prediction model is simplified by observing the analytical results of LS-DYNA. The benchmarked finite element models are then used to conduct a parametric study, which investigates the effects of wall aspect ratio, reinforcement ratio and uniaxial concrete compressive strength on the depth of the concrete compression zone. The verification results shows that the prediction model in this study is more accurate than any other prediction models from seleted literatures. Lateral load-displacement curves of shear-critical SC walls with boundary elements are developed by simplified analytical models from Epackachi et al. (2015a) and by PISA3D pushover models. Both predicted curves match the initial stiffness from finite element method analysis and the experimental peak lateral strength within a drift ratio of 2.0%.
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Book chapters on the topic "Coupled 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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"Mixed and composite structures Study on the shear strength of composite concrete and steel plate shear walls with binding bars." In Behaviour of Steel Structures in Seismic Areas, 653–58. CRC Press, 2012. http://dx.doi.org/10.1201/b11396-98.

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Conference papers on the topic "Coupled 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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Borello, D. J., and L. A. Fahnestock. "Design and Testing of Coupled Steel Plate Shear Walls." In Structures Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41171(401)65.

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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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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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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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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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LI, Guoqiang, Mengde PANG, Feifei Sun, Liulian LI, and Jianyun SUN. "Experimental Comparison Study on Cyclic Behavior of Coupled Shear Walls with Two-Level-Yielding Steel Coupling Beam and RC Coupling Beam." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7026.

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Coupled shear walls are widely used in high rise buildings, since they can not only provide efficient lateral stiffness but also behave outstanding energy dissipation ability especially for earthquake-resistance. Traditionally, the coupling beams are made of reinforced concrete, which are prone to shear failure due to low aspect ratio and greatly reduce the efficiency and ability of energy dissipation. For overcoming the shortcoming of concrete reinforced coupling beams (RCB), an innovative steel coupling beams called two-level-yielding steel coupling beam (TYSCB) is invented to balance the demand of stiffness and energy dissipation for coupled shear walls. TYSCBs are made of two parallel steel beams with yielding at two different levels. To verify and investigate the aseismic behaviour improvement of TYSCB-coupled shear walls, two 1/3 scale, 10-storey coupled shear wall specimens with TYSCB and RCB were tested under both gravity and lateral displacement reversals. These two specimens were designed with the same bearing capacity, thus to be easier to compare. The experimental TYSCB specimen demonstrated more robust cyclic performance. Both specimens reached 1% lateral drift, however, the TYSCB-coupled shear wall showed minimal strength degradation. Additionally, a larger amount of energy was dissipated during each test of the TYSCB specimen, compared with the RCB specimen. Based on the experimental results, design recommendations are provided.
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Zhang, Wei, Jianen Chen, Qian Wang, and Min Sun. "Investigation on Nonlinear Trends of Composite Laminated Plate." In ASME 2012 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/imece2012-85861.

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The nonlinear trends of composite laminated plates are investigated. The governing equations of motion for the plate are derived with the von Karman strain-displacement relations for the geometric nonlinearity and the Reddy’s third-order shear deformation plate theory. The four dimensional nonlinear averaged equations with the case of 1/2-subharmonic resonance and principal parametric resonance for the first mode and primary resonance for the second mode are obtained by applying the method of multiple scales. The frequency-response curves are analyzed under consideration of strongly coupled of two modes. The influences of the coefficients in dynamic equations and the detuning parameters on the nonlinear trend are studied, and the results indicate that the composite laminated plate may have different trends of nonlinearity under aforementioned resonance conditions. The sweep experiment is conducted to find the softening and hardening nonlinearity. The different trends are obtained when the excitation amplitude is 1.2g. The spectrums of the different stages of the test show that the change of the nonlinear trend may be caused from the sub-harmonic resonance in this test.
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