Shake Table Test on a Full-Scale Three-Story Reinforced Concrete Building Structure

Kabeyasawa, Toshimi; Matsumori, Tadayoshi; Kabeyasawa, Toshinori; Kim, Yousok

doi:10.3130/aijs.73.1833

Cited by 35 publications

(40 citation statements)

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“…N = 12 is the number of storeys and the factor 2 accounts for the two beams per storey (Figure 2). The factor α = 0.1 is the reduction factor for axial stiffness in tension for reinforced concrete coupling beams (Kabeyasawa et al 1983). The width and length of the coupling beams are assumed for all combinations to be equal to 0.35 m and 2.0 m, respectively (Figure 2).…”

Section: Distribution Of 2dof Optimum Stiffness To Mdof Systemmentioning

confidence: 99%

On the use of fixed point theory to design coupled core walls

Eljadei¹,

Harries

2015

Engineering Structures

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The use of Fixed Point Theory (FPT) to optimize the design of coupling beams in coupled core wall (CCW) systems is demonstrated. The basis for optimization is minimizing the transmissibility of horizontal ground motion by appropriately linking two coupled wall piers having different dynamic properties with beams having appropriate stiffness and damping characteristics. Using 21 example CCW structures illustrating a range of pier properties, it was shown that the resulting optimization of coupling stiffness is quite small and other design considerations will require stiffer, non-optimal coupling beams. Nonetheless, the potential to leverage the small amount of coupling available in a 'slab-coupled' series of wall piers in order to reduce transmissibility is suggested by the findings of this study.

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Section: Distribution Of 2dof Optimum Stiffness To Mdof Systemmentioning

confidence: 99%

On the use of fixed point theory to design coupled core walls

Eljadei¹,

Harries

2015

Engineering Structures

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“…It consists of a central vertical line to model flexural and shear behavior in the wall unit as a single entity and additional axial elements along the wall length to model axial stresses resulting from flexural deformations. Such a model was first used by Kabayesawa et al (1983) in an attempt to capture the response of a seven story shear wall building in a full-scale pseudo-dynamic test conducted in Japan. Enhancements and variations of the model have also been proposed (Vulcano et al 1989;Fajfar and Fischinger 1990).…”

Section: Shear Wall Elementsmentioning

confidence: 99%

The Genesis of IDARC and Advances in Macromodeling for Nonlinear Analysis of RC Structures

Kunnath

2014

Computational Methods, Seismic Protection, Hybrid Testing and Resilience in Earthquake Engineering

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The primary modeling technique employed in the IDARC computational platform is the representation of the overall behavior of components through macromodels. The effectiveness of the macro elements is enhanced through the introduction of distributed flexibility models that account for the effects of spread plasticity. Nonlinear material behavior is specified by means of a generic hysteretic forcedeformation model that incorporates stiffness degradation, strength deterioration and pinching or bond-slip effects. Solution modules for nonlinear static, monotonic, quasi-static cyclic and transient seismic loads were implemented. The final response quantities are expressed in terms of damage indices that provide engineers with a qualitative interpretation of the structural response.

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“…Figure 19 shows a model for pushover analysis which may be used for design. The shear wall and boundary columns in the upper stories are modeled according to Kabeyasawa et al (1983). In this model, infinitely rigid beams are assumed at the top and bottom of each floor level.…”

Section: (D) Summary and Verificationmentioning

confidence: 99%

Strength of Beam-column Joint in Soft First Story of RC Buildings Part 2: Design Equations

Halim

Takahashi

Ichinose

et al. 2014

ACT

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Part-1 of this study presents the experimental results of beam-column joints in soft-first story buildings, in which the first-story column depth is twice that of the upper stories. In Part-2, strut-and-tie models (STMs) are developed for the specimens. The flow of internal forces shown by the developed strut-and-tie models agreed with the observed cracks. The developed models for the joints are different from those for the usual joint: the main difference is that, in the specimens large struts were extended into the wall panel. STMs are also developed for the total frame to understand the overall equilibrium. Based on the STMs, new design equations are proposed, where the joint strength is evaluated as the sum of the flexural strengths of the beam and the second-story column. In I-type joint, the effect of the wall panel and beam stirrups is also considered. In O-type joint, the effect of the hoops in the joint is also considered.

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Shake Table Test on a Full-Scale Three-Story Reinforced Concrete Building Structure

Cited by 35 publications

References 0 publications

On the use of fixed point theory to design coupled core walls

On the use of fixed point theory to design coupled core walls

The Genesis of IDARC and Advances in Macromodeling for Nonlinear Analysis of RC Structures

Strength of Beam-column Joint in Soft First Story of RC Buildings Part 2: Design Equations

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