Effect of aspect ratio, flanges, and material strength on squat reinforced concrete shear walls

Robert D. Devine; Steven M. Barbachyn; Ashley P. Thrall; Yahya C. Kurama

doi:10.14359/51725845

Effect of aspect ratio, flanges, and material strength on squat reinforced concrete shear walls

Robert D. Devine, Steven M. Barbachyn, Ashley P. Thrall, Yahya C. Kurama

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2 Scopus citations

Abstract

This paper investigates the effect of moment-to-shear ratio and flanges on the behavior of squat reinforced concrete (RC) shear walls with high-strength materials. Pseudo-static, reversed-cyclic lateral load behavior of three squat walls—two rectangular walls with uniform thickness and different moment-to-shear ratios, and one I-shaped wall—are compared. The walls used high-strength reinforcement (f_y ≈ 850 MPa [123 ksi]), high-strength concrete (f_c' ≈ 100 MPa [14.5 ksi]), and the same uniformly distributed vertical and horizontal web reinforcement ratio, ρ_sw ≈ 0.83%. It is shown that: 1) squat rectangular walls without boundary regions can develop flexural failure, especially when using high-strength concrete; 2) the addition of flange regions at the wall ends increases shear-critical behaviors, such as increased shear deformations, steeper diagonal cracks, and crushing in the wall web; 3) web regions in flanged walls with high-strength concrete can have greater capacity than current ACI limits for normalized shear stress; and 4) current ACI (318-19 and 349-13) and ASCE/SEI (43-05) nominal lateral strength equations and relevant commentaries for squat walls may need to be updated to include the effects of moment-to-shear ratio, flanges, and high-strength materials.

Original language	English (US)
Pages (from-to)	283-300
Number of pages	18
Journal	ACI Structural Journal
Volume	117
Issue number	5
DOIs	https://doi.org/10.14359/51725845
State	Published - Sep 2020
Externally published	Yes

Bibliographical note

Funding Information:
This work was supported by the Advanced Methods for Manufacturing (NEET-1) Program of the U.S. Department of Energy (DOE) under Award No. DE-NE0008432. The authors gratefully acknowledge the support of Federal Points of Contact, Tansel Selekler and Alison Hahn, and Technical Points of Contact, B. Landrey and J. Lance, of the NEET-1 Program. This material is based upon work supported under a U.S. Department of Energy Integrated University Program Graduate Fellowship, Award No. NE0008363. Collaborators S. Sanborn and J. Hogancamp of Sandia National Laboratories and M. Van Liew of AECOM are gratefully acknowledged. Material donations from MMFX Technologies, a Commercial Metals Company; Headed Rebar Corporation; Sika Corporation U.S.; Dayton Superior; and Essve Tech are also gratefully acknowledged. Any opinions, findings, conclusions, or recommendations expressed in the paper are those of the authors and do not necessarily reflect the views of the DOE Office of Nuclear Energy, DOE staff, or individuals or other organizations acknowledged previously.

Publisher Copyright:
Copyright © 2020, American Concrete Institute. All rights reserved,

Keywords

Flanged walls
High-strength concrete
High-strength steel reinforcement
Low aspect ratio
Nuclear structures
Reinforced concrete
Shear design
Shear walls
Squat walls

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title = "Effect of aspect ratio, flanges, and material strength on squat reinforced concrete shear walls",

abstract = "This paper investigates the effect of moment-to-shear ratio and flanges on the behavior of squat reinforced concrete (RC) shear walls with high-strength materials. Pseudo-static, reversed-cyclic lateral load behavior of three squat walls—two rectangular walls with uniform thickness and different moment-to-shear ratios, and one I-shaped wall—are compared. The walls used high-strength reinforcement (fy ≈ 850 MPa [123 ksi]), high-strength concrete (fc' ≈ 100 MPa [14.5 ksi]), and the same uniformly distributed vertical and horizontal web reinforcement ratio, ρsw ≈ 0.83%. It is shown that: 1) squat rectangular walls without boundary regions can develop flexural failure, especially when using high-strength concrete; 2) the addition of flange regions at the wall ends increases shear-critical behaviors, such as increased shear deformations, steeper diagonal cracks, and crushing in the wall web; 3) web regions in flanged walls with high-strength concrete can have greater capacity than current ACI limits for normalized shear stress; and 4) current ACI (318-19 and 349-13) and ASCE/SEI (43-05) nominal lateral strength equations and relevant commentaries for squat walls may need to be updated to include the effects of moment-to-shear ratio, flanges, and high-strength materials.",

keywords = "Flanged walls, High-strength concrete, High-strength steel reinforcement, Low aspect ratio, Nuclear structures, Reinforced concrete, Shear design, Shear walls, Squat walls",

author = "Devine, {Robert D.} and Barbachyn, {Steven M.} and Thrall, {Ashley P.} and Kurama, {Yahya C.}",

note = "Funding Information: This work was supported by the Advanced Methods for Manufacturing (NEET-1) Program of the U.S. Department of Energy (DOE) under Award No. DE-NE0008432. The authors gratefully acknowledge the support of Federal Points of Contact, Tansel Selekler and Alison Hahn, and Technical Points of Contact, B. Landrey and J. Lance, of the NEET-1 Program. This material is based upon work supported under a U.S. Department of Energy Integrated University Program Graduate Fellowship, Award No. NE0008363. Collaborators S. Sanborn and J. Hogancamp of Sandia National Laboratories and M. Van Liew of AECOM are gratefully acknowledged. Material donations from MMFX Technologies, a Commercial Metals Company; Headed Rebar Corporation; Sika Corporation U.S.; Dayton Superior; and Essve Tech are also gratefully acknowledged. Any opinions, findings, conclusions, or recommendations expressed in the paper are those of the authors and do not necessarily reflect the views of the DOE Office of Nuclear Energy, DOE staff, or individuals or other organizations acknowledged previously. Publisher Copyright: Copyright {\textcopyright} 2020, American Concrete Institute. All rights reserved,",

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AU - Barbachyn, Steven M.

AU - Thrall, Ashley P.

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N1 - Funding Information: This work was supported by the Advanced Methods for Manufacturing (NEET-1) Program of the U.S. Department of Energy (DOE) under Award No. DE-NE0008432. The authors gratefully acknowledge the support of Federal Points of Contact, Tansel Selekler and Alison Hahn, and Technical Points of Contact, B. Landrey and J. Lance, of the NEET-1 Program. This material is based upon work supported under a U.S. Department of Energy Integrated University Program Graduate Fellowship, Award No. NE0008363. Collaborators S. Sanborn and J. Hogancamp of Sandia National Laboratories and M. Van Liew of AECOM are gratefully acknowledged. Material donations from MMFX Technologies, a Commercial Metals Company; Headed Rebar Corporation; Sika Corporation U.S.; Dayton Superior; and Essve Tech are also gratefully acknowledged. Any opinions, findings, conclusions, or recommendations expressed in the paper are those of the authors and do not necessarily reflect the views of the DOE Office of Nuclear Energy, DOE staff, or individuals or other organizations acknowledged previously. Publisher Copyright: Copyright © 2020, American Concrete Institute. All rights reserved,

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N2 - This paper investigates the effect of moment-to-shear ratio and flanges on the behavior of squat reinforced concrete (RC) shear walls with high-strength materials. Pseudo-static, reversed-cyclic lateral load behavior of three squat walls—two rectangular walls with uniform thickness and different moment-to-shear ratios, and one I-shaped wall—are compared. The walls used high-strength reinforcement (fy ≈ 850 MPa [123 ksi]), high-strength concrete (fc' ≈ 100 MPa [14.5 ksi]), and the same uniformly distributed vertical and horizontal web reinforcement ratio, ρsw ≈ 0.83%. It is shown that: 1) squat rectangular walls without boundary regions can develop flexural failure, especially when using high-strength concrete; 2) the addition of flange regions at the wall ends increases shear-critical behaviors, such as increased shear deformations, steeper diagonal cracks, and crushing in the wall web; 3) web regions in flanged walls with high-strength concrete can have greater capacity than current ACI limits for normalized shear stress; and 4) current ACI (318-19 and 349-13) and ASCE/SEI (43-05) nominal lateral strength equations and relevant commentaries for squat walls may need to be updated to include the effects of moment-to-shear ratio, flanges, and high-strength materials.

AB - This paper investigates the effect of moment-to-shear ratio and flanges on the behavior of squat reinforced concrete (RC) shear walls with high-strength materials. Pseudo-static, reversed-cyclic lateral load behavior of three squat walls—two rectangular walls with uniform thickness and different moment-to-shear ratios, and one I-shaped wall—are compared. The walls used high-strength reinforcement (fy ≈ 850 MPa [123 ksi]), high-strength concrete (fc' ≈ 100 MPa [14.5 ksi]), and the same uniformly distributed vertical and horizontal web reinforcement ratio, ρsw ≈ 0.83%. It is shown that: 1) squat rectangular walls without boundary regions can develop flexural failure, especially when using high-strength concrete; 2) the addition of flange regions at the wall ends increases shear-critical behaviors, such as increased shear deformations, steeper diagonal cracks, and crushing in the wall web; 3) web regions in flanged walls with high-strength concrete can have greater capacity than current ACI limits for normalized shear stress; and 4) current ACI (318-19 and 349-13) and ASCE/SEI (43-05) nominal lateral strength equations and relevant commentaries for squat walls may need to be updated to include the effects of moment-to-shear ratio, flanges, and high-strength materials.

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KW - High-strength steel reinforcement

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KW - Nuclear structures

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KW - Squat walls

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Effect of aspect ratio, flanges, and material strength on squat reinforced concrete shear walls

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