32 18 JOURNAL OF VIBRATION AND SHOCK Vol. 32 No. 18 2013 M 1 2 1 1. 710048 2. 832003 M 1 /3 M TU311. 3 A Response analysis in frequency omain of an in-fille wall M vibration reuction structure uner earthquake LU Jun-long 1 HE Ming-sheng 2 TIAN Jie 1 1. School of Civil Engineering An Architecture Xi'an University of Technology Xi'an 710048 China 2. College of Water Conservancy an Architectural Engineering Shihezi University Shihezi 832003 China Abstract An in-fille wall an a main structure are connecte with stiffness an amping elements to form a vibration reuction system with a tune mass amper calle an in-fille wall vibration reuction system. If a main structure contains several such systems it can be calle an in-fille wall multi- M vibration reuction structure. In orer to stuy the ynamic response law of this structure uner earthquake choosing resonably mechanical parameters of each an each connecte element the main structure was simplifie as a series MDOF moel its transfer function in frequency omain an influence factors for its steay response uner non-coupling contnols were analyte an testifie with a shake-table test of a moel of 1 /3 scale. It was shown that when an in-fille wall is set on the thir floor of the main structure the amplitue-frequency response curves of the column top of each floor appear features of ouble-peak an the peaks of accelerations are lower the frequency tunning function of is more remarkable while in-fille wall s are set on the top two floors the frequency tunning function of varies uner ifferent peaks of seismic acceleration therefore the frequency omain response of an in-fille wall M structure is relate to the placement of s an the amplitue of input seismic wave the control action of the frequency tunning function of the structure is affecte by the amplitue of earthquake wave acceleration. Key wors in-fille wall M vibration reuction structure seismic response vibration reuction performance analysis in frequency omain M 1 M U 50868011 51078310 12JK0908 2012-06 - 20 2012-10 - 24 1978 1
18 M 137 5 mm 1 /5 8 mm U 1 M Fig. 1 Construction of In-fille Wall M structure M Px + M x - Px + C x - Px + K x - Px = - M Ix g 3 M M C K M C K M x x g t x P n m n m M 1 0 f 2 M M M 2 3 M 4-6 K ~ = K + PT K P - P T K M - K P K 7-8 M ~ U + C ~ U + K ~ U = MIx g 4 4 M M M 1 2 3 1 2 v = x - Px 3 M M M Px + M v + C v + K v = - M Ix g 5 3 9-10 Ω = iag ω 2 i Γ = iag 2ξ i ω i = 1 2 m M 2 M Fig. 2 Moel of In - fille Wall M vibration absorption structure 2 P Mx + Cx + Kx = - MIx g t + P T f 1 f = C x - Px + K x - Px 2 U = x x T C ~ = C + PT CP - P T C - C P C M ~ = M 0 0 M
138 2013 32 PΦq + v + Γ v + Ω v = - Ix g 6 ω i ξ i v j = x i - x i i 2 j F j = T j P T f = - T j P T M Ix g + POq + v 7 F = - Φ T P T M Ix g + PO q + v 8 3 E + Φ T P T M PO q + I^q + Uq + Φ T P T M v = EL-Centro - A ~ + Φ T P T M I x g 9 8 9 M 3 x g Fig. 3 Moel of shake-table test = exp iωt 4 0. 15 H = - ω 2 M ~ + ωic ~ + K ~ -1 M ~ I 10 0. 3 El - Centro 6 9 4 5 4 H m ω { H T ω } P T M PO ΦP T M ( [ ] + PΦ E Ξ 0 ωi 0 Ξ + [ Ω 0-1 A + Φ ] ) P T M I 1 0 Ω I j 2 4 M 1 /3 5 1 100 gal 3 1. 0 m 3 3 1. 67 m 1. 78 m Q235 HW100 100 6 8 HW150 75 5 7 120 mm 3 2 2L50 4 210 kg 200 gal 3 4 mm U 100 gal 0. 14 10 3 N /m 0. 27 10 3 N /m 3 1. 0 10 3 N s /m 400 gal 4 mm 10 mm 1. 5 Hz
18 M 139 4 Fig. 4 Response curve of amplitue an frequencies when the set in the top floor 5 Fig. 5 Response curve of amplitue an frequencies when the set in the secon an the thir floor
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