Shear Walls

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Xi Nie - One of the best experts on this subject based on the ideXlab platform.

Jiaji Wang - One of the best experts on this subject based on the ideXlab platform.

Muxua Tao - One of the best experts on this subject based on the ideXlab platform.

Gilbert Y Grondin - One of the best experts on this subject based on the ideXlab platform.

  • nonlinear seismic analysis of perforated steel plate Shear Walls
    Journal of Constructional Steel Research, 2014
    Co-Authors: Anjan K Bhowmick, Gilbert Y Grondin, Robert G Driver
    Abstract:

    Abstract The behaviour of unstiffened steel plate Shear Walls with circular perforations in the infill plates is examined. A Shear strength model of the infill plate with multiple circular openings is proposed based on a strip model. Eight perforation patterns in a single storey steel plate Shear wall of two different aspect ratios were analyzed using a geometric and material non-linear finite element model to assess the proposed Shear strength model. A comparison between the nonlinear pushover analysis and the proposed Shear strength equation shows excellent agreement. The proposed model is used to design the boundary columns of three sample four-storey perforated Shear Walls. A comparison between the predicted design forces in the boundary columns for the selected Shear Walls with the forces obtained from nonlinear seismic analyses demonstrates the accuracy of the proposed simple model to predict the design forces in the columns.

  • analysis of steel plate Shear Walls using the modified strip model
    Journal of Structural Engineering-asce, 2009
    Co-Authors: Gilbert Y Grondin, Robert G Driver, Jonah James Shishkin
    Abstract:

    Unstiffened steel plate Shear Walls are an effective and economical method of resisting lateral forces on structures due to wind and earthquakes. Structural engineers require the ability to assess the inelastic structural response of steel plate Shear Walls using conventional analysis software that is commonly available and is relatively simple and expeditious to use. The strip model, a widely accepted analytical tool for steel plate Shear wall analysis, is refined based on phenomena observed during loading of steel plate Shear Walls in the laboratory. Since the original strip model was proposed as an elastic analysis tool, these refinements are made primarily to achieve an accurate representation of yielding and eventual deterioration of the wall, although moderate improvements in initial stiffness predictions are also made. In assessing each of the proposed refinements, modeling efficiency is evaluated against the accuracy of the solution. A parametric study using the modified strip model examines the effect of varying the angle of inclination of the tension strips on the predicted inelastic behavior of the model. Notably, it was found that the ultimate capacities of steel plate Shear wall models with a wide variety of configurations vary little with the variation of the inclination of the strips.

  • seismic analysis of steel plate Shear Walls considering strain rate and p delta effects
    Journal of Constructional Steel Research, 2009
    Co-Authors: Anjan K Bhowmick, Robert G Driver, Gilbert Y Grondin
    Abstract:

    Nonlinear seismic responses of a typical 15-storey and 4-storey steel plate Shear wall are studied. Dynamic Shear and moment envelopes are compared with the current CAN/CSA-S16-01 seismic capacity design approach. It has been observed that estimated dynamic base Shear forces and overturning moments in the steel plate Shear Walls, as well as the column forces, are underestimated in the current seismic design provisions. The effect of loading rate on the dynamic behaviour of steel plate Shear Walls is also investigated. Nonlinear dynamic analyses show that loading rate increases flexural demand mostly at the base of the steel plate Shear wall and loading rate has a small effect on inelastic seismic demand for a suite of spectrum compatible earthquake records for Vancouver. Also investigated is the PP–delta effect on seismic demand in Shear and flexure. The inelastic seismic analyses indicate that the current National Building Code of Canada stability factor approach to account for PP–delta effects is very conservative for steel plate Shear Walls and the PP–delta effects on seismic demand are very small.

Michel Bruneau - One of the best experts on this subject based on the ideXlab platform.

  • behavior of steel plate Shear Walls with in span plastic hinges
    Structures Congress 2011, 2011
    Co-Authors: Ronny Purba, Michel Bruneau
    Abstract:

    Research was conducted to investigate the seismic behavior of steel plate Shear Walls with in-span plastic hinges. Results show that the development of in-span plastic hinges has detrimental impacts on the behavior of the structure through inducing: (1) significant vertical and residual deformations on the HBEs (i.e. shakedown phenomenon); (2) only partial yielding of the infill plates; (3) lower global plastic strength compared to the values predicted by code equations; and (4) total HBE rotations greater than 0.03 radians after the structure was pushed cyclically up to a maximum lateral drift of 3%. Nonlinear time history analyses also demonstrated that the severity of the ground excitations accentuated the shakedown phenomenon.

  • capacity design of intermediate horizontal boundary elements of steel plate Shear Walls
    Journal of Structural Engineering-asce, 2010
    Co-Authors: Michel Bruneau
    Abstract:

    Consistent with capacity design principles and requirements of ductile behavior, the 2005 AISC and 2001 CSA seismic design codes require that the intermediate horizontal boundary elements HBEs of steel plate Shear Walls SPSWs be designed to remain essentially elastic with the exception of plastic hinges at their ends when the infill plates fully yield under seismic loading. However, the unexpected failure observed during the tests on a full-scale two-story SPSW suggested that the current design approach does not necessarily lead to an intermediate HBE with the expected performance. This paper presents analytical models for estimating the design forces for intermediate HBEs to reliably achieve capacity design. Those models combine the assumed plastic mechanism with a linear beam model of intermediate HBE considering fully yielded infill panels and are able to prevent in-span plastic hinges. Design forces predicted using the proposed models are compared with those from nonlinear finite element analysis. Good agreement is observed. Finally, the proposed models are also used to explain the observed premature failure of intermediate HBE. DOI: 10.1061/ASCEST.1943-541X.0000167 CE Database subject headings: Shear Walls; Steel plates; Earthquake engineering; Seismic design. Author keywords: Shear Walls; Steel plates; Capacity; Design; Earthquake engineering; Seismic design.

  • steel plate Shear Walls in the upcoming 2010 aisc seismic provisions and 2009 canadian standard s16
    Scopus, 2008
    Co-Authors: Rafael Sabelli, Michel Bruneau, Walter P Moore, Robert G Driver
    Abstract:

    Steel plate Shear Walls were introduced into US codes as Special Plate Shear Walls (SPSW) in the 2005 edition of the AISC Seismic Provisions for Structural Steel Buildings, also referred to as AISC 341; the provisions were derived from those in Canadian Standards Association (CSA) standard CAN/CSA-S16-01. Limit States Design of Steel Structures Steel plate Shear wall provisions originally appeared in the 1994 edition of Canadian standard S16 as a non-mandatory appendix. Since this introduction, the system's use in the US and elsewhere, as well as design studies, has led to a refinement of several aspects of the design requirements, which are being considered for the 2010 AISC editions. Simultaneously, AISC 341 is being revised to clarify the desired behavior and basis of design for each system. These developments have resulted in the following changes for SPSW: explicit definition of the capacity-design mechanism; identification of expected regions of inelastic strain; simplification of the calculation of web-tension angle; clarification of strong-column/weak-beam design procedures; and inclusion of methodologies for perforated web plates and Walls with reinforced corner cut-outs. Additionally, changes to AISC 341 that would permit design of columns considering expected forces below those corresponding to the sum of all member capacities are being considered. This paper presents some of the anticipated changes to the SPSW provisions in the context of the broader changes to AISC 341. Since their original introduction into CSA standard S16, steel plate Shear wall design provisions have evolved as new research into their behavior has become available and field experience has been gained. In the upcoming 2009 edition of the standard, changes to the provisions are expected to be largely consistent with those being considered for incorporation into the new AISC seismic provisions, including such issues as improved capacity design guidance and the introduction of a means of design for steel plate Shear Walls with perforated infill plates. Some of the anticipated changes to S16 are also discussed below.

  • PLASTIC ANALYSIS AND DESIGN OF STEEL PLATE Shear Walls
    Journal of Structural Engineering, 2003
    Co-Authors: Jeffrey W. Berman, Michel Bruneau
    Abstract:

    A revised procedure for the design of steel plate Shear Walls is proposed. In this procedure the thickness of the infill plate is found using equations that are derived from the plastic analysis of the strip model, which is an accepted model for the representation of steel plate Shear Walls. Comparisons of experimentally obtained ultimate strengths of steel plate Shear Walls and those predicted by plastic analysis are given and reasonable agreement is observed. Fundamental plastic collapse mechanisms for several, more complex, wall configurations are also given. Additionally, an existing codified procedure for the design of steel plate Walls is reviewed and a section of this procedure which could lead to designs with less-than-expected ultimate strength is identified. It is shown that the proposed procedure eliminates this possibility without changing the other valid sections of the current procedure.

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