Punching shear behavior of recycled aggregate concrete slabs with and without steel fibres

doi:10.1007/s11709-018-0510-6

Front. Struct. Civ. Eng.

2019, Vol. 13

Issue (3) : 725-740 https://doi.org/10.1007/s11709-018-0510-6

RESEARCH ARTICLE

Punching shear behavior of recycled aggregate concrete slabs with and without steel fibres

Jianzhuang XIAO(

), Wan WANG, Zhengjiu ZHOU, Mathews M. TAWANA

Department of Structural Engineering, Tongji University, Shanghai 200092, China

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Abstract

A study on the punching shear behavior of 8 slabs with recycled aggregate concrete (RAC) was carried out. The two main factors considered were the recycled coarse aggregate (RCA) replacement percentage and the steel fibre volumetric ratio. The failure pattern, load-displacement curves, energy consumption, and the punching shear capacity of the slabs were intensively investigated. It was concluded that the punching shear capacity, ductility and energy consumption decreased with the increase of RCA replacement percentage. Research findings indicated that the incorporation of steel fibres could not only improve the energy dissipation capacity and the punching shear capacity of the slab, but also effectively improve the integrity of the slab tension surface and thereby changing the trend from typical punching failure pattern to bending-punching failure pattern. On the basis of the test, the punching shear capacity formula of RAC slabs with and without steel fibres was proposed and discussed.

Keywords recycled aggregate concrete steel fibres slab punching shear recycled coarse aggregates replacement percentage

Corresponding Author(s): Jianzhuang XIAO

Online First Date: 06 December 2018 Issue Date: 05 June 2019

Cite this article:

Jianzhuang XIAO,Wan WANG,Zhengjiu ZHOU, et al. Punching shear behavior of recycled aggregate concrete slabs with and without steel fibres[J]. Front. Struct. Civ. Eng., 2019, 13(3): 725-740.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-018-0510-6
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I3/725

Tab.1 The properties of fine aggregates (medium sand)

Fig.1 RCAs particle size distribution

Tab.2 The properties of NCA and RCA

Tab.3 Concrete mix-proportion (unit: kg/m³)

specimen	cube compressive strength	axial compressive strength	elastic module ( $×$ 10⁴)
RAC0	52.25	39.90	3.73
RAC30-0%	44.65	31.35	3.50
RAC50-0%	38.95	33.25	2.96
SFRAC50-0.5%	42.75	38.95	3.20
SFRAC50-1%	43.70	36.10	3.05
RAC100-0%	37.05	28.50	2.74
SFRAC100-0.5%	38.00	31.35	2.32
SFRAC100-1%	40.85	32.30	2.47

Tab.4 Cube compressive strength and the elastic modulus of concrete (unit: MPa)

Fig.2 Slab dimensions (unit: mm)

Fig.3 The loading setup

Fig.4 The arrangement of strain gauges (unit: mm). (a) Strain gauges on concrete; (b) strain gauges on reinforcement

Fig.5 The arrangement of LVDTs (unit: mm)

Fig.6 The punching failure photos of concrete slabs. (a) RAC0; (b) RAC30; (c) RAC50; (d) SFRAC50-0.5%; (e) SFRAC50-1%; (f) RAC100; (g) SFRAC100-0.5%; (h) SFRAC100-1%

Tab.5 The load and deflection of the slabs punching failure

Fig.7 The relationship between slab load and reinforcement strain. (a) No. S-1–S-5 of RAC0; (b) No. S-1–S-5 of RAC30; (c) No. S-1–S-5 of RAC50; (d) No. S-1–S-5 of SFRAC50-0.5%; (e) No. S-1–S-5 of SFRAC50-1%; (f) No. S-1–S-5 of RAC100; (g) No. S-1–S-5 of SFRAC100-0.5%; (h) No. S-1–S-5 of SFRAC100-1%; (i) No. S-3 of RAC; (j) No. S-3 of RAC50 with steel fibres; (k) No. S-3 of RAC100 with steel fibres

Fig.8 The relationship between slab load and concrete strain. (a) RAC0; (b) RAC30; (c) RAC50; (d) SFRAC50-0.5%; (e) SFRAC50-1%; (f) RAC100; (g) SFRAC100-0.5%; (h) SFRAC100-1%; (i) No. C-1 of RAC; (j) No. C-1 of RAC100 with steel fibres

Fig.9

P − Δ

curves. (a)

P − Δ

curve of 8 recycled concrete slabs; (b)

P − Δ

curve of RAC without steel fibres; (c)

P − Δ

curve of RAC50 with steel fibres; (d)

P − Δ

curve of RAC100 with steel fibres; (e)

P − Δ

curve of steel fibre reinforced RAC with

V f = 0.5 %

; (f)

P − Δ

curve of steel fibre reinforced RAC with

V f = 1.0 %

Fig.10

P − Δ

curve and equivalent ductility line

specimen	displacement ductility coefficient	energy absorption $S Δ (k N ? m)$
RAC0	1.7706	6.6210
RAC30	1.7170	5.0504
RAC50	1.7132	4.8520
SFRAC50-0.5%	2.3500	10.2135
SFRAC50-1%	2.4917	9.6608
RAC100-0%	1.6502	4.3504
SFRAC100-0.5%	1.6908	5.1055
SFRAC100-1%	2.3655	9.4675

Tab.6 Displacement ductility coefficient and energy absorption

Tab.7 Concrete compressive strength relative value of different shapes and sizes specimens [³¹]

slab	$f c u, k (MPa)$	$f c k (MPa)$	$β P$	$V f$ (%)	$P u c a l (kN)$	$P u (kN)$	$P u c a l / P u$
RAC0	52.25	43.72	0.0	0.0	270.62	320.0	0.846
RAC30	44.65	36.34	0.0	0.0	254.44	313.4	0.812
RAC50	38.95	31.16	0.0	0.0	241.73	307.1	0.787
RAC100	37.05	29.64	0.0	0.0	237.73	303.4	0.784
SFRAC50-0.5%	42.75	34.55	0.5	0.5	284.60	366.8	0.776
SFRAC50-1%	43.70	35.45	0.5	1.0	321.74	370.6	0.868
SFRAC100-0.5%	38.00	30.40	0.5	0.5	272.71	331.2	0.823
SFRAC100-1%	40.85	32.78	0.5	1.0	313.45	350.2	0.895

Tab.8 Punching calculations of the steel fibres reinforced recycled concrete slab

Fig.11 The contrast between

P u c a l

and

P u

The following abbreviations and symbols have been used in this paper:
RAC	=	recycled aggregate concrete
RCA	=	recycled coarse aggregate
SFRAC	=	steel fibre recycled aggregate concrete
LWAC	=	lightweight aggregate concrete
NAC	=	natural aggregate concrete
HRB	=	hot-rolled ribbed bar
LVDTs	=	linear variable differential transformers
h	=	the depth of slab (mm)
h₀ P_u	=	the effective depth of slab (mm) the failure load (kN)
$Δ$ $μ Δ$	=	the deflection at the center of slab (mm) the displacement ductility coefficient
$Δ 0$	=	the deflection corresponding to the failure load (mm)
$Δ y$	=	the nominal yield deflection calculated by the method of equivalent energy (mm)
$S Δ$	=	the energy absorption of slab punching failure mode ( $kN ? m$ )
V_Rd,c	=	the design value of the punching shear resistance of a slab without punching shear reinforcement along the control section considered (MPa)
C_Rd,c	=	a parameter in Eq. (1)
$γ c$	=	The partial factor for concrete
k₁ r₁	=	a parameter in Eq. (1) the reinforcement ratio for longitudinal reinforcement
d	=	the depth of slab (mm)
$ρ l y$	=	a parameter related to the bonded tension steel in y- direction
$ρ l z$	=	a parameter related to the bonded tension steel in z- direction
$f c k$	=	the characteristic compressive cylinder strength of concrete for 28 days (MPa)
$σ c p$	=	The compressive stress in concrete from axial load or pre-stressing (MPa)
$σ c y$	=	the normal concrete stress in the critical section in y- direction (MPa)
$σ c z$	=	The normal concrete stress in the critical section in z- direction (MPa)
$μ 1$	=	the basic control perimeter (mm)
$ν min ?$	=	a parameter in Eq. (1)
$β p$	=	the influencing factor of the steel fibre on reinforced RAC
$V f$	=	the volume of steel fibres
$l f$	=	the length of steel fibres (mm)
$d f$	=	the diameter of steel fibres (mm)
$P u c a l$	=	the calculated value of concrete slabs’ punching shear capacity (kN)

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