163 Journal of Engineering, Mechanics and Architecture www. grnjournal.us AMERICAN Journal of Engineering, Mechanics and Architecture Volume 3, Issue 1, 2025 ISSN (E): 2993-2637 Techical Science Building and Architecture Seismic Response of Frame Buildings with Combined Earthquake Protection System Abdurakhmanov A. M., Kayumov A. D. Teachers of the Andijan Technical Institute. Andijan, Navoi Avenue-15-A. Uzbekistan S. M. Makhmudov Doctor of Technical Sciences, Professor of the Tashkent University of Architecture and Civil Engineering Abstract: This article shows methods of seismic protection of buildings and structures. Technical options for seismic protection are covered. Keywords: seismic, rubber-metal, dry friction elements, shut-off elements, horizontal forces, maximum displacements. Introduction. The modern problem is to ensure seismic resistance of buildings and structures, especially for objects of increased responsibility. In this regard, the search for ways to effectively increase the seismic resistance of buildings and structures in recent years has been aimed at developing an active seismic protection system. Traditional methods of ensuring seismic resistance associated with increasing the bearing capacity of structures, seismic protection systems can reduce the levels of inertial forces that occur in buildings during an earthquake. The article considers methods of seismic protection of buildings and structures that could be practiced in design and construction. Problem statement. Recently, to ensure seismic resistance and reliability of buildings and structures, seismic isolating rubber-metal supports [6] are increasingly used, which have sufficient vertical rigidity and good horizontal flexibility. In buildings with a rigid structure, these systems are highly effective. But in flexible buildings, they cause problems associated with large movements during seismic impacts. As one of the ways to solve this problem, this article considers a seismic isolation system with rubber-metal supports supplemented with dry friction elements and switching elements. In the largest European countries today, most manufacturers of seismic isolation supports produce the same seismic protection supports. Many companies produce a wide range of rubber-metal supports, which, depending on the types of rubber, are classified as soft, normal and rigid. In addition, they are manufactured with and without a lead core. In this paper, rigid rubber-metal supports with a lead core are considered as more effective for flexible buildings. Figure 1 shows the calculation scheme of the combined seismic protection system under consideration. 164 Journal of Engineering, Mechanics and Architecture www. grnjournal.us Fig. 1. Combined seismic protection system: 1-rubber-metal support; 2-building columns; 3-building base columns; 4-reinforced concrete support belt; 5-stiffening diaphragm; 6-gap between the protrusion from the belt; 7-friction elements; 8-limiter; 9-switching element Research methods. Let us imagine a calculation-dynamic model of a combined seismic protection system in the form of a cantilever rod with n+1 with the number of concentrated masses, as shown in Fig. 2. Fig.2.Dinamic model of the building with a combined seismic protection system, including rezinometallic bearings, dry friction elements and switching elements We represent the system of differential equations of motion of the above-mentioned nonlinear dynamic model subjected to seismic impact in the form: m о Уо +с о У о+с 1 (У о- У i)+ R (Уо ) + Р i д пуо+€ у0+к ± (у 0- у± ) =- m 0 угр m1У 1 + c 1 (3>1 - У о) + c2(yi - У 2) + к ! (у ! - Уо ) + к 2(у ± - у2) = - m ± (угр + у0 ) (1) m{у{ + ci(yi - yi_i) + ci+i(yi - yi+i) + kj(yj - yi_i) + к1+1(у{ - yi+1) = -m^р + ^o) тпуп сп(уп уп-1) кп(уп уп-1) = тп(угр M где i=2+n-1. Here m0 is the mass concentrated at the level of the top of the rubber-metal supports; t1, t2, ..., mi, ..., tp-1, tp are the concentrated masses at the levels of the floors; k1, k2, ..., ki..., kp-1, kp are the floor-by-floor rigidities of the building; c 0, c 1, c2, ..., cn_v cn are the floor-by-floor 165 Journal of Engineering, Mechanics and Architecture www. grnjournal.us attenuation coefficients; ygr is the seismic action represented as a real accelerogram or a non- stationary random process; U(y0) is the nonlinear restoring force in the rubber-metal supports; is the displacement at the level of the top of the rubber-metal supports, y2, ..., yn are the displacements of the corresponding masses, and y0, y 1, ..., yn, y0, yi, . . ., yn are the velocities and accelerations of these masses. The restoring force R (у0 ) is represented as [24] R (У0) = Ау0( 1-s i gn о ) + ( В у 0 + q ( F г В d 1))1(s i gn о + ( 1 - s i gni]/ ))(1- s i gnr ) +(Ау0 + q (AC + F1-D ))s ignr . (2) In system (1), FTp is the friction force in the sliding supports. With the same number of them with rubber-metal supports, FTp = fTpO, 5'Уп= 1 mig, (3) where, fTp is the coefficient of sliding friction in the supports. Unit function s igny0 = { 1 к 0Г d а У0 ^ 0 (4) 1, when а у0 < 0. The restoring force in the switching elements is designated by €у0. Here, according to the “Force-displacement” dependence shown in Fig. 3 € = to vs! ,when 1уо1<Ь i to vs2 ,when b! <1уо1< b 2 to vs3 ,when b 2 <1Уо1< b 3 (5) 0,when bз<1Уо1 Fig.3. The plot of the «Restoring force-displacement» relationship for a system of three consecutively-off elements k vc I - rigidity in the state of operation of all switching elements; k B c 2 - rigidity in the state of switching off of the elements of the first level; k B c z - rigidity in the state of switching off of the elements of the second level; b i - displacement at which the switching off of the elements of the first level occurs; I&2 - displacement at which the switching off of the elements of the second level occurs; bз - displacement at which the switching off of the elements of the third level occurs. 166 Journal of Engineering, Mechanics and Architecture www. grnjournal.us Below are the results of the study of the influence of switching elements and dry friction elements on the displacements of rubber-metal seismic isolation bearings and the tops of columns in 5-story frame buildings. In the considered combined seismic protection system, consisting of rubber-metal bearings with a lead core, dry friction elements with a friction coefficient of 0.2 and switching elements, the following values of the stiffness of the switching elements and the ultimate displacements at which the switching off of these elements occurs were adopted: k Bc i - 9616.6 k H / CM; b 1 - 6 CM ; k Bc2 - 6400 k H / cM; b 2 - 8 CM ; k B c3 - 3205 k H / CM; b3 - 10 CM Discussion of results. The maximum values of horizontal shear seismic forces at the moment of time corresponding to the maximum displacement of the lower concentrated mass are shown in Fig. 4. a) b) Fig.4. Graphs of horizontal seismic shifting seismic forces for a 5-story frame building: A - with a combined seismic protection system; Б - without seismic isolation 167 Journal of Engineering, Mechanics and Architecture www. grnjournal.us The graphs show that the use of a combined seismic protection system consisting of RMSO, dry friction elements and switching elements in frame buildings reduces the maximum floor shear forces by almost 1.5 times at the time when the displacement of the rubber-metal support is maximum. Compared to a building without seismic isolation systems, an almost twofold decrease in these forces is observed under low-frequency seismic impacts. The maximum values of horizontal mass displacements of the system under consideration are shown in Fig. 5. a) b) Fig.5. The graphs of the movements of concentrated masses for a 5-story frame building: а - with a combined seismic protection system; б - without seismic isolation It follows from Figures 5a and 5b that the combination of rubber-metal bearings only with dry friction elements leads to a decrease in maximum mass displacements by 2-3 times, and with dry friction and switching elements - 4-5 times. Graphs of maximum displacements and residual deformations of the RMSO are shown in Figures 6 and 7. It follows from Figure 6 that the maximum displacement level of the top of the rubber-metal bearings under consideration, equal to 40 cm, in the seismic protection system without switching elements reaches at prevailing periods of seismic ground vibrations exceeding 0.8 s, and with switching elements - at periods exceeding 1.0 s. 168 Journal of Engineering, Mechanics and Architecture www. grnjournal.us Fig.b. Graphs of the dependence of the maximum displacement of the top of rubber-metal supports |уо|mах on the prevailing period of ground vibrations for 5-storey frame buildings with a combined seismic protection system. Fig. 7. Graphs of the dependence of the maximum residual displacements [| y_0 |3 _of the prevailing period of soil oscillation for 5-story frame buildings with a combined seismic protection system Fig. 7 shows the efficiency of introducing switching elements into the seismic protection system. Results The research documented how integrating seismic protection components with rubber-metal bearings, dry friction elements and switching elements decreased the force of horizontal shears and framework movement in five-story structures. Buildings using this combined seismic protection system experienced 1.5 times less maximum horizontal shear forces compared to unisolated buildings. Buildings equipped with dry friction elements and switching elements experienced 2-3 times less displacement which further increased to 4-5 times total displacement reduction. A seismic impact brought fewer maximum displacements of rubber-metal bearings after adding switching elements. Discussion The experimental results prove that combined seismic protection achieves reduced seismic forces while lowering overall mass displacements. Due to its unique design the system provides maximum benefits during seismic impacts with low frequencies. The implementation of switching components improves rubber-metal bearing performance by expanding their protective range against seismic events. 169 Journal of Engineering, Mechanics and Architecture www. grnjournal.us Conclusion Introduction of switching elements into the seismic isolation system with rubber-metal supports and dry friction, allowing the system to adapt to the resonant frequencies of base soil vibrations, significantly increases the efficiency of seismic protection of flexible structures under low- frequency impacts. For example, while in 5-storey frame systems without seismic isolation the maximum horizontal shear force exceeds 25,000 kN at prevailing periods of seismic ground vibrations exceeding 0.8 s, then with a combined seismic protection system the shear force does not exceed 10,000 kN. Here the maximum displacements of the building at the levels of mass concentration are also reduced by 4-5 times. 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