Effects of Freedom Degrees on Behavior Factor in Reinforced Concrete Moment Resisting Frames with Steel Plate Shear Wall

Document Type : Research Article

Authors

Semnan university

Abstract

The influence of the strength reduction factor due to nonlinear behavior (Rμ) on the lateral strength of Single-Degree-Of-Freedom (SDOF) structures causes to limit the displacement ductility demand to the predetermined maximum tolerable ductility. In addition, Rμ is used for determining the behavior factor in Multi-Degree-Of-Freedom (MDOF) structures. Following this, in this paper, Rμ and the inelastic displacement ratio (CR) for equivalent SDOF systems under strike[1]parallel (NF-SP) and strike-normal (NF-SN) components of near-field ground motion, and also far[1]field (FF) ground motion were assessed. Furthermore, CR obtained by this study was compared with C1 proposed by FEMA440. The deflection amplification factor-to-behavior factor ratio (Cd/Ru) for different ductility levels was computed. After evaluating the nonlinear effects of SDOF structures based on Rμ factors, these factors for MDOF structure were modified considering higher mode effects, and a simplified practical expression was proposed to estimate the base shear modification factor. The results indicated that Rμ, corresponds to near and far-field ground motions can be different. In addition, CR does not depend on the type of earthquake, and it converges to 1 by increasing the period of vibration. In addition, the modification factor can be increased with period and ductility demand.

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References

[1] N.M. Newmark, W.J. Hall, Procedures and criteria for earthquake-resistant design, in: Selected Papers By Nathan M. Newmark: Civil Engineering Classics, ASCE, 1973, pp. 872-829.
[2] A.A. Nassar, H. Krawinkler, Seismic Demand for SDOF and MDOF Systems, in, Stanford University, Stanford, 1991.
[3] E. Miranda, Site-dependent strength-reduction factors, Journal of Structural Engineering, 3519-3503 (1993) 119.
[4] G. Seneviratna, H. Krawinkler, Evaluation of Inelastic MDOF Effects for Seismic Design, in, Stanford, California, 1997.
[5] A. FEMA, 440, Improvement of nonlinear static seismic analysis procedures, FEMA440-, Redwood City, (2005).
[6] I.S. Code, Iranian code of practice for seismic resistant design of buildings 2014) ,(2014) 2800).
[7] R.S. Jalali, M.D. Trifunac, STRENGTH-REDUCTION FACTORS FOR STRUCTURES SUBJECTED TO NEAR-SOURCE DIFFERENTIAL STRONG GROUND MOTIONS, ISET JOURNAL OF EARTHQUAKE TECHNOLOGY,  285.
[8] M. Izadinia, M.A. Rahgozar, O. Mohammadrezaei, Response modification factor for steel moment-resisting frames by different pushover analysis methods, Journal of Constructional Steel Research, 90-83 (2012) 79.
[9] A.K. Chopra, C. Chintanapakdee, Inelastic deformation ratios for design and evaluation of structures: singledegree-of-freedom bilinear systems, Journal of structural engineering, 1319-1309 (2004) 130.
[10] J. Ruiz‐García, E. Miranda, Inelastic displacement ratios for evaluation of existing structures, Earthquake Engineering & Structural Dynamics, 1258-1237 (2003) 32.
[11] S.M. Parsaeian, H. Hashemi, A.R. Sarvghad Moghadam, Inelastic Displacement Ratios for Structures on Firm Soil Sites Subjected to Iran Earthquakes Records, Modares Civil Engineering journal, 25-11 (2013) 12.
[12] W.-P. Wen, C.-H. Zhai, S. Li, Z. Chang, L.-L. Xie, Constant damage inelastic displacement ratios for the near-fault pulse-like ground motions, Engineering Structures, 59 607-599 (2014).
[13] C.-H. Zhai, W.-P. Wen, T.-T. Zhu, S. Li, L.-L. Xie, Inelastic displacement ratios for design of structures with constant damage performance, Engineering Structures, (2013) 52 63-53.
[14] M. Gerami, N. Siahpolo, R. Vahdani, Effects of higher modes and MDOF on strength reduction factor of elastoplastic structures under far and near-fault ground motions, Ain Shams Engineering Journal, 143-127 (2017) 8.
[15] G.S. SABOURI, H.M. GHOL, Ductility of thin steel plate shear walls, (2008).
[16] S. Sabouri-Ghomi, S. Mamazizi, M. Alavi, An Investigation into Linear and Nonlinear Behavior of Stiffened Steel Plate Shear Panels with Two Openings, Advances in Structural Engineering, 700-687 (2015) 18.
[17] I.-R. Choi, H.-G. Park, Cyclic loading test for reinforced concrete frame with thin steel infill plate, Journal of Structural Engineering, 664-654 (2010) 137.
[18] D.J. Borello, L.A. Fahnestock, Large-Scale Cyclic Testing of Steel-Plate Shear Walls with Coupling, Journal of Structural Engineering, 4017133 (2017) 143.
[19] L. Jiang, H. Zheng, Y. Hu, Experimental seismic performance of steel-and composite steel-panel wall strengthened steel frames, Archives of Civil and Mechanical Engineering, 534-520 (2017) 17.
[20] M.H. Asl, M. Safarkhani, Seismic behavior of steel plate shear wall with reduced boundary beam section, ThinWalled Structures, 179-169 (2017) 116.
[21] M. Wang, W. Yang, Equivalent constitutive model of steel plate shear wall structures, Thin-Walled Structures, 124 .)8102( 514-924
[22] S.R. Salimbahrami, M. Gholhaki, Analytical study to evaluate the effect of higher modes of reinforced concrete moment-resisting frames with thin steel shear wall under simple pulse, Advances in Structural Engineering, ((2018 .1423778123349631
[23] H.-G. Park, J.-H. Kwack, S.-W. Jeon, W.-K. Kim, I.-R. Choi, Framed steel plate wall behavior under cyclic lateral loading, Journal of structural engineering, (2007) 133 .873-883
[24] L.J. Thorburn, G.L. Kulak, C.J. Montgomery, Analysis of steel plate shear walls, in: Structural engineering report no.107, Edmonton, AB, Canada, 1983.
[25] I.N.B. Code, Applied Loads on Buildings, Part 2013) ,6).
[26] A.I.o.S.C. (AISC), Specification for Structural Steel Buildings (ANSI/AISC 2010) ,(16-360).
[27] A.C.I. Committee, A.C. Institute, I.O.f. Standardization, Building code requirements for structural concrete (ACI 08-318) and commentary, in, American Concrete Institute, 2008.
[28] A.S.C. Engineers, Minimum Design Loads for Buildings and Other Structures: Second Printing, (2010).
[29]  I.N.B. Code, Design and Implement of Concrete Buildings, Part 2013) ,9).
[30] I.N.B. Code, Design and Implement of Steel Buildings, Part 2013) ,10).
[31] J.W. Baker, Quantitative classification of near-fault ground motions using wavelet analysis, Bulletin of the Seismological Society of America, 1501-1486 (2007) 97.
[32] N.M. Newmark, A method of computation for structural dynamics, Journal of the engineering mechanics division, 94-67 (1959) (3)85.
[33] C.-M. Uang, Establishing R (or R w) and C d factors for building seismic provisions, Journal of structural Engineering, 28-19 (1991) 117.
[34] L.H. Najafi, M. Tehranizadeh, H. Ave, Evaluation of seismic behavior for moment frames and eccentrically braced frames due to near-field ground motions, ASIAN JOURNAL OF CIVIL ENGINEERING (BHRC), 14( 2013).
[35] C.-M. Uang, A. Maarouf, U.S.C.U.S.E. Consortium, Safety and economic considerations of UBC seismic force reduction factors, in: < 1993= Mil novecientos noventa y tres> National Earthquake Conference: Earthquake Hazard Reduction in the Central and Eastern United States: A Time for Examination and Action, US Central United States Earthquake Consortium (CUSEC), 1993, pp. 130-121.
[36] F. FEMA273, FEMA356, NEHRP guidelines for the seismic rehabilitation of buildings, Washington DC: Federal Emergency Management Agency, (1996).
[37] B.S.S. Council, Prestandard and commentary for the seismic rehabilitation of buildings, Report FEMA356-, Washington, DC, (2000).
[38] M.-H. Peng, F. Elghadamsi, B. Mohraz, A stochastic procedure for nonlinear response spectra, in: Ninth Wld Conf. Earthq. Eng, 1988, pp. 1074-1069.
 
Amirkabir Journal of Civil Engineering
Volume 52, Issue 6
September 2020
Pages 1555-1576

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