Simplified design procedure for controlled spine frames with energy-dissipating members

Chen, X.; Takeuchi, Tōru; Matsui, Ryota

doi:10.1016/j.jcsr.2017.04.017

Cited by 18 publications

(18 citation statements)

References 8 publications

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“…Indeed, if a structure is coupled with a pinned rocking wall, both peak and permanent displacements increase with the weight of the walls . Finally, note that the obtained values of K RW / K BRF are generally in the range from 0.50 to 2.00, consistently with the results reported in Chen et al for controlled spine frames with energy dissipating members.…”

Section: Application To Case Studiessupporting

confidence: 89%

“…Specifically, the table reports the target peak ground acceleration a gd,NC , the range of variation of the non‐dimensional slenderness of braces

\overset{λ}{true}

, the ratios δ 1 /δ u , the dimensions B W x L W of the wall cross section, the ratio of the storey mass of the non‐retrofitted system to the additional mass of the rocking wall m / m RW , the ratio of the lateral stiffness of the rocking wall to the lateral stiffness of the braced frame ( K RW / K BRF ), the fundamental period of vibration T 1 , the equivalent damping ratio ξ req required to sustain a gd,NC , the equivalent viscous damping ratio of the structure ξ str , and the viscous damping coefficient c . In particular, the lateral stiffness of the rocking wall is calculated as reported in Chen et al, while the lateral stiffness of the braced frame is calculated as the ratio of the base shear to the top displacement determined by linear analysis of the non‐retrofitted structure. Similarly, Table summarises some of the main parameters of design of eccentrically braced systems.…”

Section: Application To Case Studiesmentioning

confidence: 99%

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Seismic retrofitting of braced frame buildings by RC rocking walls and viscous dampers

Barbagallo

Bosco

Marino

et al. 2018

Earthq Engng Struct Dyn

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Summary A design procedure for seismic retrofitting of concentrically and eccentrically braced frame buildings is proposed and validated in this paper. Rocking walls are added to the existing system to ensure an almost uniform distribution of the interstorey displacement in elevation. To achieve direct and efficient control over the seismic performance, the design procedure is founded on the displacement‐based approach and makes use of overdamped elastic response spectra. The top displacement capacity of the building is evaluated based on a rigid lateral deformed configuration of the structure and on the ductility capacity of the dissipative members of the braced frames. The equivalent viscous damping ratio of the braced structure with rocking walls is calculated based on semi‐empirical relationships specifically calibrated in this paper for concentrically and eccentrically braced frames. If the equivalent viscous damping ratio of the structure is lower than the required equivalent viscous damping ratio, viscous dampers are added and arranged between the rocking walls and adjacent reaction columns. The design internal forces of the rocking walls are evaluated considering the contributions of more than one mode of vibration. The proposed design procedure is applied to a large set of archetype braced frame buildings and its effectiveness verified by nonlinear dynamic analysis.

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Section: Application To Case Studiessupporting

confidence: 89%

“…Specifically, the table reports the target peak ground acceleration a gd,NC , the range of variation of the non‐dimensional slenderness of braces

\overset{λ}{true}

Section: Application To Case Studiesmentioning

confidence: 99%

Seismic retrofitting of braced frame buildings by RC rocking walls and viscous dampers

Barbagallo

Bosco

Marino

et al. 2018

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

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“…In GRSA, the complex eigenvalue problem is formulated using Equation 6 and is calculated using the Arnoldi and QR methods.…”

Section: Response Evaluation Of the Complex Asymmetric Damped System mentioning

confidence: 99%

Optimal damper design strategy for braced structures based on generalized response spectrum analysis

Terazawa

Takeuchi

2019

Japan Architectural Review

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This paper presents a damper design strategy for highly indeterminate 3D structures utilizing computational optimization and generalized response spectrum analysis, which is extended to incorporate non‐proportional damping. This enables a more efficient design process compared to trial‐and‐error with nonlinear response history analysis. The efficiency of the proposed design strategy is verified, analyzed and then applied to a series of illustrative examples including retrofit of an existing lattice tower structure and new build buckling‐restrained braced frames.

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“…Pennucci et al [ 36 ] and Qureshi and Warnitchai [ 37 ] have found that the standard DDBD procedure is an efficient method to estimate drift ratio; however, shear and moment demands of members exceed those of the design envelopes characterized by the fundamental mode. Chen et al [ 38 ] concluded that the DDBD method is valid for structures, in which the contribution factor of shear force in the first mode exceeds 80%. In another study, Kelly [ 39 ] modified the formula suggested by Hashemi et al [ 40 ] for the design of steel–timber rocking walls.…”

Section: Introductionmentioning

confidence: 99%

Extension of direct displacement‐based design for quantifying higher mode effects on controlled rocking steel cores

Rahgozar

2020

Structural Design Tall Build

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Direct displacement-based design (DDBD) procedure utilizes an equivalent singledegree-of-freedom model to predict seismic demands while neglecting the higher mode effects. Controlled rocking steel cores (CRSCs) vibrate in the first mode of vibration; however, higher modes greatly influence the member forces. Previous studies, in which DDBD has been utilized, have not quantified the contribution of higher mode demands to CRSC's assemblies. This paper aims to extend the DDBD (EDDBD) procedure for low-damage buildings, equipped with CRSCs. Modal responses are combined with modified SRSS at the design displacement. Design is formulated for the strength and stiffness of the CRSC components. The application of the proposed design approach is illustrated by 3-, 9-, and 15-story archetypes. Results verified by nonlinear dynamic analyses demonstrate the high precision of EDDBD in the design of low-to mid-rise CRSCs. The proposed procedure is applicable to commercial software. K E Y W O R D S controlled rocking core, direct displacement-based design, higher mode effects 1 | INTRODUCTION Current building codes implement both force-based design (FBD) and displacement-based design (DBD) methods for the seismic design of conventional buildings. Although FBD procedures are commonly used in most of the national seismic codes, DBD methods have provided a real correlation between displacement and damage extent. The DBD procedure can be categorized into "predesigned" and "design-led to analysis" (DLA) approaches. [1] In the predesigned method, the already-designed system is being checked to satisfy the drift requirement, [2,3] whereas in DLA methods such as DDBD and equal displacement-based procedures, the structure models by a single-degree-of-freedom (SDOF) system. The DDBD is an applicable design method, in which a multi-degree-of-freedom (MDOF) structure is substituted with an SDOF model, secant stiffness, and equivalent viscous damping associated with the design displacement. In the theoretical basis, the DDBD starts with desired target displacement, and it ends with the design demands. The pioneer efforts in proposing DDBD methods are related to Priestley et al., [4-8] as well as Calvi and Kingsley, [9] Kowalsky et al., [10] and Fardis and Panagiotakos. [11,12] This method is utilized for the design of a wide range of structural systems. For example, Priestley et al. [13,14] proposed a simplified DDBD method for precast concrete jointed structures and reinforced concrete frames. The efficient application of standard DBD for semirigid steel frames was investigated by Pirmoz and Liu. [15] Shahi e al. [16] examined the seismic performance of steel stud bracing walls and found that demands determined from standard DDBD method using inelastic spectra were in better agreement with NLTHA results than the equivalent damping approach. Comprehensive and well-validated studies have also been conducted in the recent past to use the DDBD procedure for masonry wall structures, [17,18] frame-wall structures, [19-21] and timber structures. [...

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Simplified design procedure for controlled spine frames with energy-dissipating members

Cited by 18 publications

References 8 publications

Seismic retrofitting of braced frame buildings by RC rocking walls and viscous dampers

Seismic retrofitting of braced frame buildings by RC rocking walls and viscous dampers

Optimal damper design strategy for braced structures based on generalized response spectrum analysis

Extension of direct displacement‐based design for quantifying higher mode effects on controlled rocking steel cores

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