Seismic Response of Combined Primary-Secondary Structures with the Component-Mode Synthesis Method

Kasinos, Stavros; Palmeri, Alessandro; Lombardo, Mariateresa

doi:10.4203/ccp.108.90

Cited by 5 publications

(7 citation statements)

References 12 publications

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“…Importantly, to capture at least 90 % of the inherent damping forces in the j th subframe, the following inequalities shall be satisfied:

({, \begin{matrix} center \\ array \sum_{ℓ = 1}^{m_{j}} {({bold-italicφ}_{j ℓ}^{T} \cdot {boldm}^{(j)} \cdot {bold-italicτ}_{p})}^{2} \geq 0.90 M_{tot}^{(j)}; \\ array \sum_{ℓ = 1}^{m_{j}} {({bold-italicφ}_{j ℓ}^{T} \cdot {boldm}^{(j)} \cdot {bold-italicτ}_{q})}^{2} \geq 0.90 M_{tot}^{(j)}, \end{matrix})

where τ p and τ q are the first and the second column of the seismic incidence matrix τ and

M_{tot}^{false(j false)} = \sum_{i = 1}^{n_{S}} M_{i}^{false(j false)}

is the total mass of the j th subframe. This representation of the damping matrix (see, eg, Clough and Penzien and Kasinos et al) is preferable to the use of the Rayleigh damping, as it allows having the same value of viscous damping ratio for all the seismically significant modes of vibration of each individual subframe.…”

Section: Formulationmentioning

confidence: 99%

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Seismic performance of buildings retrofitted with nonlinear viscous dampers and adjacent reaction towers

Impollonia

Palmeri

2018

Earthq Engng Struct Dyn

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Summary An effective strategy of seismic retrofitting consists of installing nonlinear viscous dampers between the existing building, with insufficient lateral resistance, and some auxiliary towers, specially designed and erected as reaction structures. This allows improving the seismic performance of the existing building without any major alteration to its structural and nonstructural elements, which makes this approach particularly appealing for buildings with heritage value. In this paper, the nonlinear governing equations of the coupled lateral‐torsional seismic motion are derived from first principles for the general case of a multistory building connected at various locations in plan and in elevation to an arbitrary number of multistory towers. This formulation is then used to assess the performance of the proposed retrofitting strategy for a real case study, namely, a 5‐story student hall of residence in the city of Messina, Italy. The results of extensive time‐history analyses highlight the key design considerations associated with the stiffness of the reaction towers and the mechanical parameters of the nonlinear viscous dampers, confirming the validity of this approach.

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“…Importantly, to capture at least 90 % of the inherent damping forces in the j th subframe, the following inequalities shall be satisfied:

({, \begin{matrix} center \\ array \sum_{ℓ = 1}^{m_{j}} {({bold-italicφ}_{j ℓ}^{T} \cdot {boldm}^{(j)} \cdot {bold-italicτ}_{p})}^{2} \geq 0.90 M_{tot}^{(j)}; \\ array \sum_{ℓ = 1}^{m_{j}} {({bold-italicφ}_{j ℓ}^{T} \cdot {boldm}^{(j)} \cdot {bold-italicτ}_{q})}^{2} \geq 0.90 M_{tot}^{(j)}, \end{matrix})

where τ p and τ q are the first and the second column of the seismic incidence matrix τ and

M_{tot}^{false(j false)} = \sum_{i = 1}^{n_{S}} M_{i}^{false(j false)}

Section: Formulationmentioning

confidence: 99%

“…is the total mass of the jth subframe. This representation of the damping matrix (see, eg, Clough and Penzien 31 and Kasinos et al 32 ) is preferable to the use of the Rayleigh damping, as it allows having the same value of viscous damping ratio for all the seismically significant modes of vibration of each individual subframe.…”

Section: Individual Subframesmentioning

confidence: 99%

Seismic performance of buildings retrofitted with nonlinear viscous dampers and adjacent reaction towers

Impollonia

Palmeri

2018

Earthq Engng Struct Dyn

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“…The damping matrix C of the coupled building‐DSF system has been obtained by assuming that each subsystem, individually considered, is classically damped. The following expression has been used():

boldC = Γ^{- ⊤} \cdot normalΞ \cdot Γ^{- 1},

in which Γ is a convenient transformation matrix and Ξ collects the modal damping coefficients:

normalΓ = ([], \begin{matrix} array {normalΦ}_{0} & array {boldO}_{n_{0} \times n_{1}} & array ⋯ & array {boldO}_{n_{0} \times n_{N}} \\ array {normalΨ}_{1} & array {normalΦ}_{1} & array ⋯ & array {boldO}_{n_{1} \times n_{N}} \\ array ⋮ & array ⋮ & array ⋱ & array ⋮ \\ array {normalΨ}_{N} & array {boldO}_{n_{N} \times n_{1}} & array ⋯ & array {normalΦ}_{N} \end{matrix}); normalΞ = ([], \begin{matrix} array 2 ζ_{0} {normalΩ}_{0} & array {boldO}_{n_{0} \times n_{1}} & array ⋯ & array {boldO}_{n_{0} \times n_{N}} \\ array {boldO}_{n_{1} \times n_{0}} & array 2 ζ_{normalP} {normalΩ}_{1} & array ⋯ & array {boldO}_{n_{1} \times n_{N}} \\ array ⋮ & array ⋮ & array ⋱ & array ⋮ \\ array {boldO}_{n_{N} \times n_{0}} & array {boldO}_{n_{N} \times n_{1}} & array ⋯ & array 2 ζ_{normalP} {normalΩ}_{N} \end{matrix}),

where ζ P is the viscous damping matrix of the DSF panels, assumed to be the same for all the N panels; the square matrices

Ω_{i} = diag ({}, ω_{i,})

…”

Section: Primary Structure and Dsf Coupled Systemmentioning

confidence: 99%

“…The damping matrix C of the coupled building-DSF system has been obtained by assuming that each subsystem, individually considered, is classically damped. The following expression has been used [25] :…”

Section: Figurementioning

confidence: 99%

Optimal design of double-skin façades as vibration absorbers

Pipitone

Barone

Palmeri

2017

Struct Control Health Monit

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Summary In this paper, several layouts of double‐skin façades (DSFs) used as mass dampers to reduce the vibrations in structures under seismic events are analyzed. First, the mathematical coupled problem is studied considering a non‐classically damped system excited by a set of accelerograms. The design problem aims to determine the optimal values of four parameters, namely, the flexural stiffness and damping of the DSF panel and the stiffnesses of the elements that connect the DSF to the primary structure. Second, four objective functions are investigated. Two of these functions aim to minimise, respectively, the variance of displacements and accelerations of the primary structure for each earthquake record. The remaining two, instead, minimise the average of the displacements and accelerations calculated for all the selected accelerograms. Finally, numerical analyses are performed on a 6‐storey building and four DSF designs are proposed. The particle swarm optimisation is used to estimate the optimal parameters. Comparisons among the DSF layouts are presented in terms of minima of the objective functions and in terms of energy transfer functions, and a simplified design method for the connection elements is discussed.

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“…Specifically, the damping matrix of the condensed system has been obtained by using the classic theory of modal analysis, assuming that the primary structure and the two doubleskin substructures are, individually, classically damped. It is worth to stress that, however, the whole coupled system is not classically damped [5,10,11,6]. …”

mentioning

confidence: 99%

Passive Control of Building Structures Using Double-Skin Facades as Vibration Absorbers

Barone¹,

Palmeri²,

Khetawat³

Civil-Comp Proceedings

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Seismic Response of Combined Primary-Secondary Structures with the Component-Mode Synthesis Method

Cited by 5 publications

References 12 publications

Seismic performance of buildings retrofitted with nonlinear viscous dampers and adjacent reaction towers

Seismic performance of buildings retrofitted with nonlinear viscous dampers and adjacent reaction towers

Optimal design of double-skin façades as vibration absorbers

Passive Control of Building Structures Using Double-Skin Facades as Vibration Absorbers

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