Editorial & Advisory Board - Acta Technica Corviniensis

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ACTA TECHNICA CORVINIENSIS – Bulletin of Engineering CORVINIENSIS – BULLETIN of ENGINEERING ISSN: 2067‐3809 [CD‐Rom, online] copyright © UNIVERSITY POLITEHNICA TIMISOARA, FACULTY OF ENGINEERING HUNEDOARA, 5, REVOLUTIEI, 331128, HUNEDOARA, ROMANIA http://acta.fih.upt.ro ACTA TECHNICA CORVINIENSIS – BULLETIN of ENGINEERING ISSN: 2067‐3809 [CD‐Rom, online] copyright © UNIVERSITY POLITEHNICA TIMISOARA, FACULTY OF ENGINEERING HUNEDOARA, 5, REVOLUTIEI, 331128, HUNEDOARA, ROMANIA http://acta.fih.upt.ro © copyright FACULTY of ENGINEERING ‐ HUNEDOARA, ROMANIA 56
1. Mohamed A. A. EL‐SHAER EFFECT OF EARTHQUAKE OF STEEL FRAMES WITH PARTIAL RIGID CONNECTION 1. DEPARTMENT OF CIVIL ENGINEERING, HIGHER TECHNOLOGICAL INSTITUTE, 10 TH OF RAMADAN CITY, EGYPT ABSTRACT: The present study is aiming to evaluate the seismic performance of moment resisting steel frames with partial rigid connections considering elasto‐plastic behavior of girder to column connection under the effect of earthquake loadings. The frame performance prediction and evaluation procedure is mainly based on the nonlinear dynamic analysis considering both geometrical and material nonlinearities. The current paper investigates the effects produced by some earthquake records on steel moment resisting frames considering both SDOF (SINGLE DEGREE OF FRADOM) system and MDOF (MULTI DEGREE OF FRADOM) system. Statistical analyses are performed to characterize the response of such frames by obtaining comparable results that allow the determination of the behavior factor for each frame (Q‐ factor) which expresses the degree of damage for each frame. The results summarized in terms of base shear‐top displacement relationships considering different earthquake records and at P.G.A. (Peak Ground Acceleration) level 0.35G (0.35 from ground acceleration levels). Finally the values of the Q‐factor for each frame and the comparison of such values with respect to the current seismic provisions were outlined. KEYWORDS: Earthquake, Moment resisting frames, Girder to column connection, behavior factor INTRODUCTION In 1997 studding the composite beams for steel structural for partial rigid connection between concrete and steel beam duo to monotonic load [1]. A column design curve only in steel structural for slender sections was established by applying a reduction factor, Q, to the LRFD column design curve for monotonic load without effect of earthquake [2]. Similar to the Euro‐Code3, the Egyptian Code based on the allowable stress design, ASD and LRFD accounts for local buckling of slender plate elements for steel frame by applying the effective width concept [3,4]. Many design approaches have recently been proposed as a basic philosophy for designing steel structures. In general, the E/Q resistant design philosophy states that structures should be designed to resist low intensity earthquakes with no damage [5,6] (structural elements and nonstructural element), medium intensity earthquakes with a minor damage level and high intensity earthquakes with a significant damage to both structural and non structural element and with out over all or partial collapse in order to avoid loss of life. For such a purpose, in order to resist destructive earthquakes, structures should be designed to give a significant dissipative energy during E/Q actions. Also, they shall be designed so that they can undergo inelastic deformations during earthquakes. In general, prediction of seismic response of a steel moment resisting frame is a problematic matter, due not only to the large number of factors that affect on its performance but also due to the basic complexity of its physical behavior. In addition, the lack of knowledge in interpreting the MRF (Moment Resisting Frames) characteristics and the variability of the nature of ground motions that may happen in the future, create a big importance in studying the behavior of such frames [7]. However, in the case of seismic loading, there has not been until recently any provisions that may judge the performance of these frames under the unexpected time histories of Earthquakes. Also, structural failures observed in the beam to column connections [8] earthquakes have exposed the weakness of the prevalent design provisions and construction procedures for steel moment frames and shows the need for new methods for evaluation of the frame performance and design [9]. Introduction to the European Research Projects in Support of Eurocode 9 [10]. This paper presents a study for three different steel moment resisting steel frames in order to investigate the seismic behavior of steel moment resisting frames under the effect of Earthquake record at P.G.A equal 0.35 G. STRESS STRAIN RELATIONSHIP FOR STEEL For simplicity, the uniaxial monotonic idealized stressstrain relationship for structural steel elements is considered to be bilinear curve shown in Figure 1. Whereas this is adequate for static design purposes, the use of nonlinear constitutive reversible relationship should be used for dynamic analysis. Figure 2 shows the stress‐strain relationship for idealized bilinear reversible constitutive model. The important features of a nonlinear constitutive model for steel structures are cyclic hardening softening and mean stress relaxation. © copyright FACULTY of ENGINEERING ‐ HUNEDOARA, ROMANIA 57
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