پیوندهای مفید
آمار
| تعداد نشریات | 21 |
| تعداد شمارهها | 693 |
| تعداد مقالات | 10,053 |
| تعداد مشاهده مقاله | 71,061,198 |
| تعداد دریافت فایل اصل مقاله | 62,603,824 |
Seismic Evaluation of Steel Plate Shear Walls in Different Configurations | ||
| Journal of Rehabilitation in Civil Engineering | ||
| مقاله 29، دوره 13، شماره 4 - شماره پیاپی 40، بهمن 2025، صفحه 81-109 اصل مقاله (2.86 M) | ||
| نوع مقاله: Regular Paper | ||
| شناسه دیجیتال (DOI): 10.22075/jrce.2025.36154.2225 | ||
| نویسندگان | ||
| Seyed Mohmmad Ali Abbaspoor Haghighat1؛ Ali Alibazi* 2؛ Reza Moradifard2؛ Lotfi Guizani3؛ Munzer Hassan3 | ||
| 1Master Graduated, Faculty of Engineering, Yasouj University, Yasouj, Iran | ||
| 2Master Graduated, Faculty of Civil, Water and Environmental Engineering, Shahid Beheshti University, Tehran, Iran | ||
| 3Department of Construction Engineering, École de technologie supérieure, University of Quebec, Quebec, Canada | ||
| تاریخ دریافت: 15 آذر 1403، تاریخ بازنگری: 10 دی 1403، تاریخ پذیرش: 25 دی 1403 | ||
| چکیده | ||
| Steel plate shear walls (SPSWs) are a cost-efficient system to resist seismic lateral loads. Post-buckling strength, tension field action, and high energy absorption capacity are among the advantages of SPSWs. A beam-coupled SPSW consists of two pairs of plates connected by the coupling beam. The steel plate of a beam-coupled SPSW is typically connected to horizontal and vertical boundary elements. The connection of the steel plate to the vertical boundary elements induces an axial load and a bending moment in the plate. This research addresses the lack of comprehensive evaluations of coupled SPSWs with varying coupling beam mechanisms, such as flexural-shear behavior. Nine numerical models with different configurations and coupling degrees are developed through plastic design. Numerical analyses are carried out in SAP2000, ABAQUS, and OpenSees. Pushover, cyclic, and nonlinear time-history analyses indicate that SHEAR is the optimal model. Nonlinear static and nonlinear time-history analyses are sometimes ineffective for seismic evaluation, and incremental dynamic analysis (IDA) using FEMA P-695 demonstrate that the FLEX model can be more optimal when the construction cost and ultimate performance limit (i.e., collapse prevention (CP) limit) are incorporated. However, INT would be the most optimal model at the life safety (LS) limit.Therefore, The study provides a robust framework for optimizing seismic performance across different building heights, contributing to safer and more economical structural designs. | ||
تازه های تحقیق | ||
| ||
| کلیدواژهها | ||
| Coupled SPSW؛ Coupling beam؛ Performance-based plastic design؛ Time-history analysis؛ Incremental dynamic analysis؛ IDA | ||
| مراجع | ||
|
[1] Thorburn LJ, Montgomery CJ, Kulak GL. Analysis of steel plate shear walls 1983.
[2] Qu B, Bruneau M. Design of Steel Plate Shear Walls Considering Boundary Frame Moment Resisting Action. J Struct Eng 2009;135:1511–21. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000069.
[3] Wagner H. Flat sheet metal girders with very thin metal web. Part I: general theories and assumptions. 1931.
[4] Takahashi Y, Takemoto Y, Takeda T, Takagi M. Experimental study on thin steel shear walls and particular bracings under alternative horizontal load. Prelim. Report, IABSE, Symp. Resist. Ultim. Deform. Tsructures Acted by Well-defined Repeated Loads, Lisbon, Port., 1973, p. 185–91.
[5] Timler PA, Kulak GL. Experimental study of steel plate shear walls 1983.
[6] Tromposch EW, Kulak GL. Cyclic and static behaviour of thin panel steel plate shear walls 1987.
[7] Borello DJ, Fahnestock LA. Design and Testing of Coupled Steel Plate Shear Walls. Struct. Congr. 2011, Reston, VA: American Society of Civil Engineers; 2011, p. 736–47. https://doi.org/10.1061/41171(401)65.
[8] Borello DJ, Fahnestock LA. Behavior and mechanisms of steel plate shear walls with coupling. J Constr Steel Res 2012;74:8–16. https://doi.org/10.1016/j.jcsr.2011.12.009.
[9] Borello DJ, Fahnestock LA. Seismic Design and Analysis of Steel Plate Shear Walls with Coupling. J Struct Eng 2013;139:1263–73. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000576.
[10] Gholhaki M, Ghadaksaz MB. Investigation of the link beam length of a coupled steel plate shear wall. Steel Compos Struct 2016;20:107–25.
[11] Pavir A, Shekastehband B. Hysteretic behavior of coupled steel plate shear walls. J Constr Steel Res 2017;133:19–35. https://doi.org/10.1016/j.jcsr.2017.01.019.
[12] Ma Z, Wu Y, Zhang J, Zhang M. Experimental Study on Seismic Behavior of Coupled Steel Plate and Reinforced Concrete Composite Wall. Buildings 2022;12:2036. https://doi.org/10.3390/buildings12112036.
[13] Farajian M, Khodakarami MI. The Influence of Inter-Connections Characteristics on the Lateral Performance of Braced-Frame Modular Steel Buildings. J Rehabil Civ Eng 2024;12:86–102. https://doi.org/10.22075/jrce.2023.31689.1894.
[14] Ma Y, Sun B, Berman JW, Taoum A, Yang Y. Cyclic behavior of coupled steel plate shear walls with different beam-to-column connections. J Constr Steel Res 2022;189:107084. https://doi.org/10.1016/j.jcsr.2021.107084.
[15] Mu Z, Yang Y. Experimental and numerical study on seismic behavior of obliquely stiffened steel plate shear walls with openings. Thin-Walled Struct 2020;146:106457. https://doi.org/10.1016/j.tws.2019.106457.
[16] Gorji Azandariani M, Gholhaki M, Kafi MA. Experimental and numerical investigation of low-yield-strength (LYS) steel plate shear walls under cyclic loading. Eng Struct 2020;203:109866. https://doi.org/10.1016/j.engstruct.2019.109866.
[17] Shayanfar M, Broujerdian V, Ghamari A. Analysis of Coupled Steel Plate Shear Walls with Outrigger System for Tall Buildings. Iran J Sci Technol Trans Civ Eng 2020;44:151–63. https://doi.org/10.1007/s40996-019-00246-2.
[18] Safari Gorji M, Cheng JJR. Plastic analysis and performance-based design of coupled steel plate shear walls. Eng Struct 2018;166:472–84. https://doi.org/10.1016/j.engstruct.2018.03.048.
[19] Abdollahzadeh G, Malekzadeh H. Response modification factor of coupled steel shear walls. Civ Eng Infrastructures J 2013;46:15–26.
[20] Wu X, Hao J, Tian W, Li S, Wang R. Cyclic tests and performance of weak-axis connected uncoupled and coupled steel plate shear wall with novel infill plate configuration. Thin-Walled Struct 2022;178:109331. https://doi.org/10.1016/j.tws.2022.109331.
[21] Hao J, Li S, Tian W, Wu X. Seismic performance of coupled steel plate shear wall with slits. J Constr Steel Res 2023;201:107674. https://doi.org/10.1016/j.jcsr.2022.107674.
[22] Kharmale SB, Ghosh S. Performance-based plastic design of steel plate shear walls. J Constr Steel Res 2013;90:85–97. https://doi.org/10.1016/j.jcsr.2013.07.029.
[23] Goel SC, Chao S-H. Performance-based plastic design: earthquake-resistant steel structures. (No Title) 2008.
[24] Moradifard R, Alibazi A, Shiravand MR, Gholami M. Improved performance-based plastic design method for post-tensioned connection systems. Eng Struct 2022;255:113931. https://doi.org/10.1016/j.engstruct.2022.113931.
[25] Liao WC, Goel SC. Performance-Based Seismic Design of RC SMF Using Target Drift and Yield Mechanism as Performance Criteria. Adv Struct Eng 2014;17:529–42. https://doi.org/10.1260/1369-4332.17.4.529.
[26] Chao S-H, Goel SC. Performance-based seismic design of EBF using target drift and yield mechanism as performance criteria. Ann Arbor 2005;1001:42125–8109.
[27] Fema. FEMA 355 State of the Art Report on Systems Performance of Steel Moment Frames Subject to Earthquake Ground Shaking. Rep No FEMA-355C 2000.
[28] FEMA P695 (2009). “Quantification of building seismic performance factors,” Rep. FEMA P695, Federal Emergency Management Agency, Washington, D.C. n.d.
[29] McKenna F, Fenves GL, Scott MH. Open system for earthquake engineering simulation. Berkeley, CA: University of California; 2000 2014.
[30] Krawinkler H. ATC-24: Guidelines for cyclic seismic testing of components of steel structures. Redw City, Rep Prep Appl Technol Counc 1992.
[31] Choi I-R, Park H-G. Steel Plate Shear Walls with Various Infill Plate Designs. J Struct Eng 2009;135:785–96. https://doi.org/10.1061/(ASCE)0733-9445(2009)135:7(785).
[32] FEMA 355C (2000). “State of the Art Report on Systems Performance of Steel Moment Frames Subject to Earthquake Ground Shaking” Rep. FEMA P695, Federal Emergency Management Agency, Washington, D.C. n.d.
[33] Federal Emergency Managment Agency (FEMA), (2009). FEMA P695: Quantification of Building Seismic Performance Factors(Washigton, DC, USA). n.d.
[34] ASCE/SEI 7-10 . (2013). Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers n.d.
[35] FEMA 356, 2000. NEHRP Guidelines for the seismic rehabilitation of buildings. Federal Emergency Management Agency. Washington DC n.d.
[36] Verma A, Sahoo DR. Estimation of lateral force contribution of boundary elements in steel plate shear wall systems. Earthq Eng Struct Dyn 2017;46:1081–98. https://doi.org/10.1002/eqe.2845.
[37] SEAOC. (1995). Vision 2000: Performance-Based Seismic Engineering of Buildings. Sacramento, CA: Structural Engineers Association of California n.d.
[38] Uang C. Establishing R (or Rw) and Cd Factors for Building Seismic Provisions. J Struct Eng 1991;117:19–28. https://doi.org/10.1061/(ASCE)0733-9445(1991)117:1(19).
[39] SAC. (2000). Seismic design criteria for steel moment-frame structures : FEMA 350, 351, 352 and 353 : Policy guide, FEMA 354 : State of the art reports, FEMA 355A, B, C, D, E and F. [Washington, D.C.] :FEMA : NEHRP n.d.
[40] Vamvatsikos D, Cornell CA. Incremental dynamic analysis. Earthq Eng Struct Dyn 2002;31:491–514. https://doi.org/10.1002/eqe.141.
[41] Bertero V V. Strength and deformation capacities of buildings under extreme environments. Struct Eng Struct Mech 1977;53:29–79.
[42] Purba R, Bruneau M. Seismic Performance of Steel Plate Shear Walls Considering Two Different Design Philosophies of Infill Plates. II: Assessment of Collapse Potential. J Struct Eng 2015;141. https://doi.org/10.1061/(ASCE)ST.1943-541X.0001097.
[43] Bhowmick AK, Driver RG, Grondin GY. Application of Indirect Capacity Design Principles for Seismic Design of Steel-Plate Shear Walls. J Struct Eng 2011;137:521–30. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000303. | ||
|
آمار تعداد مشاهده مقاله: 534 تعداد دریافت فایل اصل مقاله: 624 |
||