Experimental study on shear behavior of prestressed reactive powder concrete I-girders

doi:10.1007/s11709-018-0500-8

Front. Struct. Civ. Eng.

2019, Vol. 13

Issue (3) : 618-627 https://doi.org/10.1007/s11709-018-0500-8

RESEARCH ARTICLE

Experimental study on shear behavior of prestressed reactive powder concrete I-girders

Hui ZHENG¹, Zhi FANG²(

), Bin CHEN²

¹. College of Civil Engineering, Hunan University of Technology, Zhuzhou 412007, China
². College of Civil Engineering, Hunan University, Changsha 410082, China

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Abstract

As a new generation of concrete, RPC(Reactive Powder Concrete) has attracted great research attention for its ultra-high strength and high durability. In the present paper, experimental results from tests on eight prestressed RPC I-section girders failing in shear are reported herein. The beams with RPC of 120 MPa in compression were designed to assess the ability to carry shear stress in thin webbed prestressed beams with stirrups. The test variables were the level of prestressing, shear span-depth ratio (a/d) and stirrup ratio. Shear deformation, shear capacity and crack pattern were experimentally investigated in detail. With regard to the shear resistance of the test beams, the predictions from three standards (AFGC, JSCE and SIA) on the design of UHPC structures were compared with the experimental result suggesting that the experimental strength is almost always higher than predicted. RPC, as a new concrete, was different from normal concrete and fiber reinforced concrete. Further study should be needed to develop an analytical method and computation model for shear strength of RPC beams.

Keywords prestressed concrete RPC(Reactive Powder Concrete) concrete beams shear strength, experimental study

Corresponding Author(s): Zhi FANG

Online First Date: 05 July 2018 Issue Date: 05 June 2019

Cite this article:

Hui ZHENG,Zhi FANG,Bin CHEN. Experimental study on shear behavior of prestressed reactive powder concrete I-girders[J]. Front. Struct. Civ. Eng., 2019, 13(3): 618-627.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-018-0500-8
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I3/618

Fig.1 Prestressed RPC beams (units: mm). (a) Specimen dimensions and reinforcement details. (b) Elevation View

test beam	b_w (mm)	a/d	$f c u$ (MPa)	$f c$ (MPa)	f_t^s (MPa)	f_t (MPa)	s (mm)	$ρ s v$ (%)	$ρ s y$ (%)	prestressed reinforcing steel
test beam	b_w (mm)	a/d	$f c u$ (MPa)	$f c$ (MPa)	f_t^s (MPa)	f_t (MPa)	s (mm)	$ρ s v$ (%)	$ρ s y$ (%)	A_p(mm²)	(%)	f_pc(MPa)
B-2-60-90	50	2	125	111.2	15.77	11.82	90	1.257	4.31	547.2	59.2	17.09
B-2-60-180	53	2	126	111.2	15.77	11.82	180	0.628	4.31	547.2	59.2	17.53
B-2-30-90	50	2	127	113.0	15.67	11.75	90	1.257	4.31	547.2	31.5	8.98
B-2-30-180	50	2	127	113.0	15.67	11.75	180	0.628	4.31	547.2	31.5	9.44
B-2-0-90	52	2	140	124.6	16.68	12.51	90	1.257	4.31	547.2	2.0	0.56
B-2-0-180	51	2	140	124.6	16.68	12.51	180	0.628	4.31	547.2	2.0	0.55
B-3-60-90	49	3	127	113.0	15.12	11.41	90	1.257	4.31	547.2	63.2	18.48
B-1-60-90	50	1.1	127	113.0	15.12	11.41	90	1.257	4.31	547.2	63.2	18.71

Tab.1 Characteristics of tested specimens

Tab.2 Mix proportions of RPC

Tab.3 Mechanical properties of steel used

Fig.2 Top view of combination for stretching bed and curing pool (units: mm)

Fig.3 Test setup and instrumentation. (a) Test setup Photo (B-3-30-90); (b) Loading setup (unit:mm); (c) LVDTs and strain gauge setup

test beam	$V c r, i$ (kN)	$V c r, w$ (kN)	$V u$ (kN)	$V u / V c r, w$	$V c r, w b w d f c$	$V u b w d f c$
B-2-60-90	130	160	318.5	1.99	1.17	2.32
B-2-60-180	115	180	282	1.57	1.23	1.93
B-2-30-90	110	100	314	3.14	0.72	2.27
B-2-30-180	100	80	249	3.11	0.58	1.80
B-2-0-90	70	60	291.5	4.86	0.40	1.93
B-2-0-180	70	50	250	5.00	0.34	1.69
B-3-60-90	120	110	285.5	2.60	0.79	2.06
B-1-60-90	130	245	367.5	1.50	1.81	2.71

Tab.4 Experimental Results

Fig.4 Load-versus-deflection response. (a) evaluate the effect of shear-span to depth. (b), (c) and (d) evaluate the effect of stirrup ratio with the prestressing level

σ c o n / f p t k

=0,30,60 in percentage, respectively. (e) and (f) evaluate the effect of prestressing forces with stirrup ratio=0.62%,1.26%, respectively.

Fig.5 Failure modes of RPC beams. (a) Diagonal compression failure(B-1-60-90); (b) shear failure(B-2-60-90); (c) diagonal tension failure(B-3-60-90)

Fig.6 Shear failure cracks after attainment of ultimate load for prestressed RPC beams. (a) B-2-60-90; (b) B-2-60-180; (c) B-2-30-90; (d) B-2-30-180; (e) B-2-0-90; (f) B-2-0-180; (g) B-3-60-90; (h)B-1-60-90

Tab.5 The web-shear crack angle of test beam

Fig.7 Normalized shear stress versus a/d

Fig.8 Normalized shear stress versus stirrup ratio

Fig.9 Normalized shear stress of web-cracking and failure. (a) web-cracking load. (b) failure load

test Beam	test Value $V t e s t$ (kN)	analytical Values $V c a l u$ (kN)			$V t e s t / V c a l u$
	test Value $V t e s t$ (kN)	JSCE-2006	NFP18-710-2016	SIA- 2016	①/②	①/③	①/④
	①	②	③	④	①/②	①/③	①/④
B-2-60-90	318.5	267.9	236.2	298.7	1.19	1.35	1.07
B-2-60-180	282	195.8	140.9	179.6	1.63	2.26	1.77
B-2-30-90	314	231.7	191.5	240.8	1.37	1.66	1.32
B-2-30-180	249	210.0	151.5	209.2	1.52	2.10	1.52
B-2-0-90	291.5	232.7	181.7	235.3	1.37	1.75	1.35
B-2-0-180	250	181.7	122.6	170.0	1.75	2.60	1.87
B-3-60-90	285.5	297.2	277.4	295.8	1.07	1.15	1.08
B-1-60-90	367.5	198.3	157.0	182.8	1.61	2.03	1.74
average					1.44	1.86	1.47
coefficient of variation					0.15	0.24	0.20

Tab.6 Comparison of the ultimate shear resistance between predictions and the test result

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