Rotational Stiffness of Exposed Column Base Connections: Experiments and Analytical Models

Kanvinde, Amit; Grilli, D. A.; Zareian, Farzin

doi:10.1061/(asce)st.1943-541x.0000495

Cited by 80 publications

(56 citation statements)

References 14 publications

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“…Therefore, the current design assumption of perfectly rigid or pinned column bases may produce erroneous results and jeopardize economy, serviceability and safety. In addition, the design of semi-rigid column bases is not straightforward, as previous studies show that their rotational stiffness is strongly affected by the base plate flexibility and the magnitude and proportionality of the axial force [9]. A number of alternative column bases has been proposed recently with the goal of overcoming the shortcomings of conventional column bases.…”

Section: Introductionmentioning

confidence: 99%

11.11: Rocking damage‐free steel column base with friction devices: Development of advanced 3D finite element models in Abaqus

2017

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Column bases are critical components of a seismic-resistant steel building as they transfer gravity and lateral forces to the foundations. This paper focuses on the finite element (FE) modelling of a rocking damage-free steel column base, which uses post-tensioned high strength steel bars to achieve self-centering behavior and friction devices to provide energy dissipation capacity. Contrary to conventional steel column bases, the monotonic and cyclic moment-rotation behavior of the column base can be easily described using simple analytical equations. An advanced three-dimensional FE model for the column base is developed in ABAQUS. The techniques used to overcome convergence issues in numerical simulations as well as the constitutive laws for the nonlinear behavior of materials and friction interfaces are described in detail. The FE model provides results that are in very good agreement with the results from the analytical moment-rotation equations. The FE model results are also used to validate a simplified numerical model in OpenSees. Moreover, the FE model provides results that help to assess the level of stress concentration in critical areas of the column base and to evaluate a step-by-step design procedure that ensures damage-free behavior, self-centering capability, and adequate energy dissipation capacity.

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Section: Introductionmentioning

confidence: 99%

11.11: Rocking damage‐free steel column base with friction devices: Development of advanced 3D finite element models in Abaqus

2017

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“…The recommendations discussed herein that are based on work of Gomez (2010), Kanvinde et al (2012), Grilli and Kanvinde (2015), Trautner et al (2015). The proposed recommendations have been developed based on data from large-and fullscale experiments on exposed and embedded column base connections.…”

Section: Column Base Connection Hinge Modelmentioning

confidence: 99%

“…where T is the force in both the anchor rods; L tension is the distance between the edge of the column flange and the centerline of the anchor rod as shown in Figure 4- Figure 4-47 Assumed deformation mode and contribution of various components (Kanvinde et al, 2012).…”

Section: -62 4: Steel Moment Frame Systems Gcr 17-917-45mentioning

confidence: 99%

“…Stress distributions assumed in current U.S. design practice for (a) low; and (b) high-eccentricity conditions (Kanvinde et al, 2012).…”

Section: Figure 4-46mentioning

confidence: 99%

“…Use the rectangular stress-block (RSB) approach as suggested in Design Guide 1 (Fisher and Kloiber, 2006) and Kanvinde et al (2012) to characterize the internal force distribution of the exposed column base. If the load eccentricity is low, the applied loading is resisted solely through the development of compressive bearing stresses under the base plate as shown in Figure 4-46a.…”

Section: Exposed Column Basesmentioning

confidence: 99%

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Recommended modeling parameters and acceptance criteria for nonlinear analysis in support of seismic evaluation, retrofit, and design

2017

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PrefaceIn September 2014, the Applied Technology Council (ATC) commenced a task order project under National Institute of Standards and Technology (NIST) Contract SB1341-13-CQ-0009 to conduct comprehensive review of the generalized component models published in the current ASCE/SEI standard and relevant research, and develop recommendations for improvement . The need for defining parameters for nonlinear force-deformation models for components, elements, or assemblies is identified as a high-priority research and development topic in NIST GCR 14-917-27 report, Nonlinear Analysis Study and Development Program for Performance-Based Seismic Engineering, (NIST, 2013b) which outlines a research and development program for addressing the gap between state-of-the-art academic research and state-of-practice engineering applications for nonlinear structural analysis, analytical structural modeling, and computer simulation in support of performance-based seismic engineering. Buildings (ASCE, 2014), is widely used by designers for evaluating and upgrading existing buildings. The component models in the current standard were developed for use in existing building analysis, but they have also become widely employed in new building analysis. The purpose of this report is to recommend broad improvements to seismic nonlinear modeling and acceptance criteria requirements for different structural systems. The current standard, ASCE/SEI 41-13, Seismic Evaluation and Retrofit of Existing List of Tables xxviiThis publication is available free of charge from: https://doi.org/10.6028/NIST.GCR.17-917-45 List of Tables Executive SummaryThis report presents recommended hysteretic relationships for use in nonlinear seismic analysis in support of performance-based seismic design and evaluation projects. The primary intended audience for this report are committee members engaged in the development of building code requirements for the use of nonlinear analysis in design, though individual engineers engaged in performance-based engineering projects may find the information presented herein useful.Nonlinear static and dynamic analysis are commonly used by engineers to assess the probable performance of existing buildings and to design major new buildings. The most comprehensive guidelines presently available for performing nonlinear seismic analysis are contained in ASCE/SEI 41-13, Seismic Evaluation and Retrofit of Existing Buildings (ASCE, 2014). This guidance includes recommended backbone shapes and control points that describe the envelope of hysteretic response of various structural elements when subjected to ramped, fully-reversed, cyclic loading protocols. Most of these backbone recommendations are based on data available in the mid-1990s. Substantial additional research has been conducted since that time, enabling the development of updated backbones and control points for steel braced frame and moment frame, reinforced concrete shear wall and moment frame, and masonry and wood shear wall structur...

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11.25: Rocking damage‐free steel column base with friction devices: Design procedure and global seismic response of buildings

2017

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Resilient minimal-damage steel frames, such as post-tensioned self-centering steel frames or steel frames with passive dampers, have been extensively studied but little attention has been paid to their column bases. This paper presents a rocking damage-free steel column base using post-tensioned high strength steel bars to control rocking behavior and friction devices that provide stable energy dissipation capacity. Contrary to conventional steel column bases, the monotonic and cyclic hysteretic moment-rotation behavior of the proposed column base can be easily described using simple analytical equations. The paper describes in detail a step-by-step design procedure for the column base that ensures damage-free behavior and adequate selfcentering and energy dissipation capacity. A finite element model for the column base is developed in OpenSees and used to conduct nonlinear dynamic (seismic) analyses of a building using self-centering steel moment-resisting frames. The results of the analyses show that the column base helps the building to avoid damage in the 1 st story columns along with eliminating the 1 st story residual drifts under both the design and maximum considered earthquake intensities.

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Rotational Stiffness of Exposed Column Base Connections: Experiments and Analytical Models

Cited by 80 publications

References 14 publications

11.11: Rocking damage‐free steel column base with friction devices: Development of advanced 3D finite element models in Abaqus

11.11: Rocking damage‐free steel column base with friction devices: Development of advanced 3D finite element models in Abaqus

Recommended modeling parameters and acceptance criteria for nonlinear analysis in support of seismic evaluation, retrofit, and design

11.25: Rocking damage‐free steel column base with friction devices: Design procedure and global seismic response of buildings

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