Behavior and Design of Posttensioned Steel Frame Systems

Garlock, María Eugenia Moreyra; Sause, Richard; Ricles, James M.

doi:10.1061/(asce)0733-9445(2007)133:3(389)

Cited by 231 publications

(163 citation statements)

References 8 publications

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“…The SC hysteresis aims to resemble the approximate global hysteretic behavior of post-tensioned steel MRFs [24] or steel CBFs [25]. These systems are known to exhibit flag-shaped hysteretic behavior without stiffness or strength deterioration under large drifts.…”

Section: Sdof System Parametersmentioning

confidence: 99%

“…As shown in Fig. 1 (right), the SC hysteresis can be fully characterized by the yield strength f y , the elastic stiffness k e , the post-yield stiffness ratio p and the relative hysteretic energy dissipation ratio, β Ε , provided by added yielding or friction-based EDs [24][25]. The β Ε can range from 0 to 50% for systems that maintain self-centering capability.…”

Section: Sdof System Parametersmentioning

confidence: 99%

“…Although the full range of β Ε values (i.e., 0 to 100%) is possible [36], practical β Ε values are within the range of 25 to 50% in order to maintain self-centering capability [24][25]. β Ε values equal to 25% and 50% were considered in this investigation.…”

Section: Sdof System Parametersmentioning

confidence: 99%

“…The p value of SC systems typically ranges from 5 to 10% [24,25]. It is emphasized that p can significantly affect the response of SC and BEP systems (discussion in Section 1).…”

Section: Sdof System Parametersmentioning

confidence: 99%

“…Recent research developed self-centering (SC) steel MRFs with post-tensioned (PT) connections [24]. SC steel MRFs have the potential to eliminate inelastic deformations and residual drifts under strong earthquakes as the result of a softening force-drift behavior due to separations (gap openings) developed in beam-to-column connections; re-centering capability due to elastic pre-tensioning elements (e.g., high strength steel tendons) providing clamping forces to connect beam and columns; and energy dissipation capacity due to energy dissipation elements (EDs) which are activated when gaps open.…”

Section: Introductionmentioning

confidence: 99%

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Seismic structural and non-structural performance evaluation of highly damped self-centering and conventional systems

Karavasilis

Seo

2011

Engineering Structures

105

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This paper evaluates the seismic structural and non-structural performance of selfcentering and conventional structural systems combined with supplemental viscous dampers. For this purpose, a parametric study on the seismic response of highly damped single-degree-of-freedom systems with self-centering flag-shaped or bilinear elastoplastic hysteresis is conducted. Statistical response results are used to evaluate and quantify the effects of supplemental viscous damping, strength ratio and period of vibration on seismic peak displacements, residual displacements and peak total accelerations. Among other findings, it is shown that decreasing the strength of nonlinear systems effectively decreases total accelerations, while added damping increases total accelerations and generally decreases residual displacements. Interestingly, this work shows that in some instances added damping may result in increased residual displacements of bilinear elastoplastic systems. Simple design cases demonstrate how these findings can be considered when designing highly damped structures to reduce structural and nonstructural damage.

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Section: Sdof System Parametersmentioning

confidence: 99%

Section: Sdof System Parametersmentioning

confidence: 99%

Section: Sdof System Parametersmentioning

confidence: 99%

“…The p value of SC systems typically ranges from 5 to 10% [24,25]. It is emphasized that p can significantly affect the response of SC and BEP systems (discussion in Section 1).…”

Section: Sdof System Parametersmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Seismic structural and non-structural performance evaluation of highly damped self-centering and conventional systems

Karavasilis

Seo

2011

Engineering Structures

105

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Semi‐explicit rate‐dependent modeling of damage‐avoidance steel connections using HF2V damping devices

Rodgers

Mander

Chase

2010

Earthq Engng Struct Dyn

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A rate-dependent modeling technique is developed for moment resisting steel connections that utilize non-linear viscous dampers. First, a model of the Maxwell-type is developed that considers the non-linear viscous damper and connection flexibility for translational motion. This model is compared to experimental results at several input motion frequencies to validate the results. The model is then extended to represent an exterior steel beam-to-column connection using damage avoidance design and non-linear viscous dampers. By including terms to represent structural member and connection flexibility, using appropriate geometric transformations the model can be formulated to give the overall lateral load-drift structural performance. Validation analysis shows good agreement between experimental observations and the model predictions.

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Seismic design and shake table tests of a steel post-tensioned self-centering moment frame with a slab accommodating frame expansion

Chou¹,

Chen²

2011

Earthquake Engng. Struct. Dyn.

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Post-tensioned (PT) self-centering moment frames were developed as an alternative to welded momentresisting frames (MRFs). Lateral deformation of a PT frame opens gaps between beams and columns. The use of a composite slab in welded MRFs limits the opening of gaps at the beam-to-column interfaces but cannot be adopted in PT self-centering frames. In this study, a sliding slab is used to minimize restraints to the expansion of the PT frame. A composite slab is rigidly connected to the beams in a single bay of the PT frame. A sliding device is installed between the floor beams and the beams in other bays, wherever the slab is allowed to slide. Many shaking table tests were conducted on a reduced-scale, two-by-two bay one-story specimen, which comprised one PT frame and two gravitational frames (GFs). The PT frame and GFs were self-centering throughout the tests, responding in phase with only minor differences in peak drifts that were caused by the expansion of the PT frame. When the specimen was excited by the 1999 Chi-Chi earthquake with a peak ground acceleration of 1.87g, the maximum interstory drift was 7.2% and the maximum lateral force was 270 kN, equal to 2.2 times the yield force of the specimen. Buckling of the beam bottom flange was observed near the column face, and the initial post-tensioning force in the columns and beams decreased by 50 and 22%, respectively. However, the specimen remained self-centering and its residual drift was 0.01%. Figure 1. (a) PT connection and (b) flag-shaped hysteretic behavior.of an MRF with PT connections exceeds the performance of an MRF with typical welded connections [12,13].Although the newly developed PT connection provides satisfactory cyclic performance, Kim and Christopoulos [13] and Garlock et al. [14,15] raised the issue of how columns and slabs restrainted PT frame expansion. Gap opening at the beam-to-column interfaces causes an expansion of the PT frame. The column and slab restraints that oppose the frame expansion affect the compression force in the PT beam. Kim and Christopoulos [13] suggested an approximate approach to estimate the restraint, which is appropriate in cases where a more concentrated response occurs at a single floor alone and overly conservative in cases where the structure responds in its fundamental mode. For a PT frame that responds in its fundamental mode, Chou and Chen [16] proposed a method for evaluating the restraint that considered the continuity and boundary conditions of the column. The method requires a structural analysis of the column in a deformed configuration and equations that are derived from the compatibility of deformation of beams, strands, and columns.When gaps open at the beam-to-column interfaces, the concrete slab, if it does not open near the columns, restrains frame expansion, affecting the self-centering [17]. Garlock et al. [14,15] and King [10] suggested that the collector beams or bays transfer the inertial force into the PT frame and accommodate PT frame expansion. Kim and Christopoulos [13] proposed detail...

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Behavior and Design of Posttensioned Steel Frame Systems

Cited by 231 publications

References 8 publications

Seismic structural and non-structural performance evaluation of highly damped self-centering and conventional systems

Seismic structural and non-structural performance evaluation of highly damped self-centering and conventional systems

Semi‐explicit rate‐dependent modeling of damage‐avoidance steel connections using HF2V damping devices

Seismic design and shake table tests of a steel post-tensioned self-centering moment frame with a slab accommodating frame expansion

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