Compressive and cyclic flexural response of double-hooked-end steel fiber reinforced concrete

doi:10.1007/s11709-022-0845-x

Frontiers of Structural and Civil Engineering

2022, Vol. 16

Issue (9): 1104-1126 https://doi.org/10.1007/s11709-022-0845-x

本期目录

Compressive and cyclic flexural response of double-hooked-end steel fiber reinforced concrete

Demewoz W. MENNA, Aikaterini S. GENIKOMSOU(

), Mark F. GREEN

Department of Civil Engineering, Queen’s University, Kingston, ON K7L 3N6, Canada

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Abstract：

Recent developments on high-performance double-hooked-end steel fibers have enhanced the wide applications of steel fiber reinforced concrete (SFRC). This study presents the compressive properties and the cyclic flexural performance of the SFRC that were experimentally examined. Three different double-hooked-end steel fibers at 0.25%, 0.5%, 0.75%, and 1% volume fractions were considered. All fiber types had similar length to diameter ratios, while the first two fiber types had similar anchorage mechanisms (4D) and tensile strength and the third type had different anchorage mechanism (5D) and a higher tensile strength. The increased volumetric ratio of the fibers increased the post-peak compressive strain (ductility), the tensile strength, and the cyclic flexural strength and cumulative energy dissipation characteristics of the SFRC. Among the 4D fibers, the mixtures with the larger steel fibers showed higher flexural strength and more energy dissipation compared to the SFRCs with smaller size fibers. For 1% steel fiber dosage, 4D and 5D specimens showed similar cyclic flexural responses. Finally, a 3D finite element model that can predict the monotonic and cyclic flexural responses of the double-hooked-end SFRC was developed. The calibration process considered the results obtained from the inverse analysis to determine the tensile behavior of the SFRC.

Key words： steel fiber reinforced concrete fiber geometry cyclic loading energy dissipation finite element modeling inverse analysis

收稿日期: 2021-10-26 出版日期: 2022-12-22

Corresponding Author(s): Aikaterini S. GENIKOMSOU

引用本文:

. [J]. Frontiers of Structural and Civil Engineering, 2022, 16(9): 1104-1126.
Demewoz W. MENNA, Aikaterini S. GENIKOMSOU, Mark F. GREEN. Compressive and cyclic flexural response of double-hooked-end steel fiber reinforced concrete. Front. Struct. Civ. Eng., 2022, 16(9): 1104-1126.

链接本文:

https://academic.hep.com.cn/fsce/CN/10.1007/s11709-022-0845-x
https://academic.hep.com.cn/fsce/CN/Y2022/V16/I9/1104

Tab.1

length, $L f$ (mm)	diameter, $D f$ (mm)	L _f/ D _f	tensile strength (MPa)
36	0.55	65	1850
60	0.90	65	1850
60	0.90	65	2300

Tab.2

Fig.1

Fig.2

mixture	28th d compression		90th d compression		28th d splitting tension
mixture	$f c ′$ (MPa)	SD (MPa)	$f c$ (MPa)	SD (MPa)	$f t$ (MPa)	SD (MPa)
CS	38.9	0.4	39.5	0.5	4.3	0.4
FRCA0.25	36.6	4.1	45.2	3.3	4.9	0.6
FRCA0.5	37.7	1.7	46.1	1.8	5.9	0.1
FRCA0.75	36.0	2.6	47.5	3.4	6.3	0.0
FRCA1	32.7	3.4	47.1	3.4	6.7	0.1
FRCB0.25	36.4	3.2	50.9	1.4	5.4	0.2
FRCB0.5	35.6	3.7	47.7	2.0	5.5	0.1
FRCB0.75	36.9	6.0	47.2	0.9	5.8	0.4
FRCB1	43.0	1.7	44.5	3.1	8.1	0.5
FRCC0.25	43.0	3.1	43.5	1.4	5.1	0.4
FRCC0.5	43.1	1.3	45.7	3.5	5.8	0.1
FRCC0.75	43.4	1.1	46.8	4.4	6.4	0.5
FRCC1	43.2	5.5	48.9	1.4	7.8	0.2

Tab.3

Fig.3

Fig.4

model	average standard deviation between model and experiment
model	$f cf ′$ (MPa)	$ε cof$ (10⁻³)	$ε uf$ (10⁻³)	$E cf$ (GPa)	$f tf ′$ (MPa)
Thomas and Ramaswamy [16]	2.51	0.16	−	7.01	0.73
Nataraja et al. [44]	2.67	0.18	7.74	6.22	−
Ou et al. [45]	2.50	0.35	1.09	1.49	−
Lee et al. [43]	−	0.25	0.95	3.70	−

Tab.4

Fig.5

Fig.6

Fig.7

Fig.8

Fig.9

Fig.10

Fig.11

Fig.12

Fig.13

Fig.14

Fig.15

Fig.16

Fig.17

Fig.18

Fig.19

parameter	value
compressive strength, $f c ′$ (MPa)	48.9
tensile strength, $f FU$ (MPa)	3.95
modulus of elasticity, $E c$ (GPa)	20.45
dilation angle, $ψ$ (° )	30
eccentricity	0.1
stress ratio, $σ b0 / σ c0$	1.16
shape factor, $k c$	0.667
viscosity parameter	0

Tab.5

Fig.20

Fig.21

Fig.22

Fig.23

reference	model
Thomas and Ramaswamy [16]	$f cf ′ = f c ′ + 0.05476 f c ′ R I v + 1.02 R I v (MPa)$ $f tf = 0.6874 (f c ′) 0.5 + 0.3142 (f c ′) 0.5 R I v + 0.052 R I (MPa)$ $f tf$ = splitting tensile strength $E cf = 4.997 (f c ′) 0.5 + 0.5 f c ′ R I v + 0.39 R I (GPa)$ $ε cof = [528.513 (f c ′) 0.3943 + 4.2605 f c ′ R I v + 484.95 R I v] × 106$ $E c = 4.2 f c ′ (GPa) for 30 MPa ? f c ′ ? 75 MPa$ $R I v = V f L f / D f, V f$ = volume fraction of steel fiber
Nataraja et al. [44]	$σ f cf ′ = β (ε ε cof) β − 1 + (ε ε cof) β$ $f cf ′ = f c ′ + 2.1604 (R I w)$ $ε cof = ε co + 446 × 10 − 6 (R I w)$ $β = 1.093 + 0.7132 (R I w) − 0.926$ for hooked-end fibers $R I w = W f L f / D f, W f$ = Weight fraction of steel fiber $σ and ε$ denote points on the stress strain relation graphwithout specific experimental data $ε co = 0.002$
Ou et al. [45]	$σ f cf ′ = β (ε ε cof) β − 1 + (ε ε cof) β$ $f cf ′ = f c ′ + 2.35 (R I v) (M P a)$ $ε cof = ε co + 0.0007 (R I v)$ $β = 0.71 (R I v) 2 − 2.0 (R I v) + 3.05$ $R I v = V f L f / D f, V f$ = volume fraction of steel fiber
Lee et al. [43]	$ε of = (− 0.0003 R I v + 0.0018) (f cf ′) 0.12$ $E cf = (− 367 R I v + 5520) (f cf ′) 0.41 (MPa)$ $σ = f cf ′ [A (ε ε cof) A − 1 + (ε ε cof) B] for ε c / ε o ≤ 1.0$ , $A = B = [1 1 − (f cf ′ ε cof E cf)] for ε cf / ε cof ≤ 1.0$ $A = 1 + 0.723 [R I v] − 0.957 for ε cf / ε cof > 1.0$ $B = (f cf ′ 50) 0.064 [1 + 0.882 (R I v) − 0.882] ? A for ε cf / ε cof > 1.0$ $R I v = V f L f / D f, V f$ = volume fraction of steel fiber

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