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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

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Front. Struct. Civ. Eng.    2023, Vol. 17 Issue (1) : 138-151    https://doi.org/10.1007/s11709-022-0897-y
RESEARCH ARTICLE
Slender reinforced concrete shear walls with high-strength concrete boundary elements
Mohammad SYED(), Pinar OKUMUS
Department of Civil, Structural and Environmental Engineering, University at Buffalo, Buffalo, NY 14260, USA
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Abstract

Reinforced concrete structural walls are commonly used for resisting lateral forces in buildings. Owing to the advancements in the field of concrete materials over the past few decades, concrete mixes of high compressive strength, commonly referred to as high-strength concrete (HSC), have been developed. In this study, the effects of strategic placement of HSC on the performance of slender walls were examined. The finite-element model of a conventional normal-strength concrete (NSC) prototype wall was validated using test data available in extant studies. HSC was incorporated in the boundary elements of the wall to compare its performance with that of the conventional wall at different axial loads. Potential reductions in the reinforcement area and size of the boundary elements were investigated. The HSC wall exhibited improved strength and stiffness, and thereby, allowed reduction in the longitudinal reinforcement area and size of the boundary elements for the same strength of the conventional wall. Cold joints resulting from dissimilar concrete pours in the web and boundary elements of the HSC wall were modeled and their impact on behavior of the wall was examined.
Keywords slender walls      high-strength concrete      rectangular and barbell-shaped walls      cold joints     
Corresponding Author(s): Mohammad SYED   
About author:

Changjian Wang and Zhiying Yang contributed equally to this work.
Just Accepted Date: 24 November 2022   Online First Date: 16 January 2023    Issue Date: 02 March 2023
 Cite this article:   
Mohammad SYED,Pinar OKUMUS. Slender reinforced concrete shear walls with high-strength concrete boundary elements[J]. Front. Struct. Civ. Eng., 2023, 17(1): 138-151.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-022-0897-y
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I1/138
Fig.1  Components of the FE model.
parameterNSC wall web and boundary elements, and HSC wall webHSC wall boundary elements
first storysecond storythird storyfourth storyall stories
tangent modulus (MPa)2275219305193051930557226
unconfined compressive strength (MPa)31.640.538.858.3148.9
uniaxial tensile strength (MPa)0.70.70.70.73.3
crack-width parameter (mm)1.011.011.011.010.27
Tab.1  Input parameters for the concrete model
Fig.2  Force?displacement curves from FE model and test data.
Fig.3  Pushover curves for NSC and HSC wall for different ALRs.
ALR (axial load)NSC wallHSC wallratio of results of HSC to NSC wall
peak strength (kN)initial stiffness (kN/mm)peak strength (kN)initial stiffness (kN/mm)peak strength initial stiffness
10% (400 kN)150.894.0168.1148.41.111.57
20% (800 kN)194.495.5220.6149.41.131.56
25% (1000 kN)212.695.7243.3149.71.141.56
Tab.2  Peak strength and initial stiffness for NSC and HSC walls
ALR(axial load)cover-concrete spallingboundary-element reinforcement yielding
NSC wall εcu = 0.0035 (A)HSC wall εcu = 0.0030 (B)B : ANSC wall (C)HSC wall (D)D : C
10% (400 kN)0.82%1.28%1.560.55%0.51%0.93
20% (800 kN)0.73%1.05%1.430.63%0.57%0.90
25% (1000 kN)0.69%0.98%1.420.66%0.61%0.92
Tab.3  Drift ratios when concrete spalled and reinforcement yielded for NSC and HSC walls
Fig.4  Principal compressive strains for NSC and HSC wall for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
Fig.5  Principal tensile strains for NSC and HSC wall for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
Fig.6  Boundary element longitudinal reinforcement details shown in cross-sectional view.
Fig.7  Pushover curves for NSC and HSC walls with lower reinforcement (ALR = 20%).
ALR (axial load)boundary element reinforcement layoutreinforcement ratio of HSC wallpercentage of reinforcement reduction
10% (400 kN)2, 9.6 mm and 2, 6.4 mm pairs0.02428%
20% (800 kN)1, 9.6 mm and 3, 6.4 mm pairs0.01941%
25% (1000 kN)1, 9.6 mm and 3, 6.4 mm pairs0.01941%
Tab.4  Boundary element reinforcement ratio of HSC walls that led to similar strengths as those of NSC walls
ALR (axial load)cover-concrete spallingboundary-element reinforcement yielding
NSC wall εcu = 0.0035 (A)HSC wall εcu = 0.0030 (B)B : ANSC wall (C)HSC wall (D)D : C
10% (400 kN)0.82%1.42%1.730.55%0.47%0.85
20% (800 kN)0.73%1.10%1.500.63%0.43%0.68
25% (1000 kN)0.69%1.00%1.450.66%0.46%0.70
Tab.5  Drift ratios when concrete spalled and reinforcement yielded for NSC and modified HSC walls
Fig.8  Principal compressive strains for NSC (ρ1 = 0.033) and HSC wall (ρ1 = 0.019) for ALR=20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
Fig.9  Principal tensile strains for NSC wall (ρ1 = 0.033) and HSC wall (ρ1 = 0.019) for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
Fig.10  Barbell-shaped NSC wall and HSC wall (unit: mm).
ALR (axial Load)barbell-shaped NSC wallrectangular HSC wallratio of results of barbell-NSC to rectangular HSC wall
peak strength (kN)initial stiffness (kN/mm)peak strength (kN)initial stiffness (kN/mm)peak strengthinitial stiffness
10% (400 kN)162.423.4168.126.00.970.90
20% (800 kN)215.323.6220.626.10.980.90
25% (1000 kN)238.923.6243.326.20.980.90
Tab.6  Strength and stiffness of barbell-shaped NSC and rectangular HSC walls
Fig.11  Pushover curves for barbell-shaped NSC and rectangular walls (ALR = 20%).
ALR (axial load)cover-concrete spallingboundary-element reinforcement yielding
barbell-NSC wall εcu = 0.0035 (A)HSC wall εcu = 0.0030 (B)B : Abarbell-NSC wall (C)HSC wall (D)D : C
10% (400 kN)1.00%1.28%1.280.53%0.51%0.96
20% (800 kN)0.82%1.05%1.280.62%0.57%0.92
25% (1000 kN)0.76%0.98%1.280.64%0.61%0.95
Tab.7  Drift ratios at which cover concrete spalled and reinforcement yielded for barbell-NSC and HSC walls
Fig.12  Principal compressive strains for barbell-shaped NSC and HSC walls for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
Fig.13  Principal tensile strains for barbell-shaped NSC and HSC walls for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
ALRNSC wallHSC wall
monolithicμ=1.0μ=0.6
peak strength (kN)initial stiffness (kN/mm)peak strength(kN)initial stiffness (kN/mm)peak strength (kN)initial stiffness (kN/mm)peak strength (kN)initial stiffness (kN/mm)
10%150.816.5168.126.0153.917.6153.017.4
20%194.416.7220.626.1200.217.9197.017.7
25%212.616.8243.326.2222.018.1216.617.9
Tab.8  Peak strength and initial stiffness for NSC wall and HSC wall with varying web-boundary element interface properties
Fig.14  Pushover curves for HSC wall for varying coefficients of friction, μ (ALR: 20%).
ALR (axial load)cover-concrete spallingboundary-element reinforcement yielding
HSC wall monolithic (A)HSC wall with cold joint (B)B : AHSC wall monolithic (C)HSC wall with cold joint (D)D : C
10% (400 kN)1.28%1.58%1.230.51%0.66%1.29
20% (800 kN)1.05%1.43%1.360.57%0.76%1.33
25% (1000 kN)0.98%1.23%1.260.61%0.82%1.34
Tab.9  Drift ratios at which concrete spalled and boundary-element reinforcement yielded for HSC wall with and without contact
Fig.15  Principal compressive strains for HSC wall (monolithic and cold-joint case) for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
Fig.16  Principal tensile strains for HSC wall (monolithic and cold-joint case) for ALR = 20% (800 kN): (a) 0.5% drift; (b) 2.0% drift.
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