# Flexural Modelling and Finite Element Analysis of FRC Beams Reinforced with PVA and Basalt Fibres and Their Validation

Authors: Tehmina Ayub; Sadaqat Ullah Khan; Nasir Shafiq
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

A flexural capacity model for fibre-reinforced concrete (FRC) beams reinforced with PVA and basalt fibres is suggested for the rectangular beam sections. The proposed models are based on the concept of equivalent stress block parameters for both compressive and tensile stresses, similar to Eurocode and ACI code. The parameters are defined by allowing the conversion of the stress-strain models into equivalent rectangular stress blocks, similar to Eurocode 2. The flexural model is suggested to determine the loading capacity of 21 FRC beams containing up to 3% volume fraction of PVA and basalt fibres without reinforcing bars. In order to investigate the accuracy of the proposed flexure models, finite element analysis (FEA) of the same beams was carried out using the compressive and tensile stress-strain curves. Furthermore, 21 FRC beams subjected to three-point bending were tested. The results of the flexural models showed good agreement with the load-carrying capacity of the tested FRC beams, and the results of FEA of all beams showed a good correlation with the experimental results in terms of the maximum load, load versus midspan deflection patterns, and the maximum tensile strains.


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## Body

## 1. Introduction

Fibre-reinforced concrete (FRC) is concrete containing fibres. FRC is a well-established material, which is commonly used in several civil engineering-related structures. Steel fibre is the most commonly studied, but due to some drawbacks of steel fibres such as cost [1] and durability [2, 3], other fibres are also considered. During the last decade, PVA and basalt fibres are studied and found to be advantageous in terms of improving structural behaviour [3–9]. The compressive and tensile stress-strain models for PVA and basalt fibre-reinforced concrete have already been explored by the authors [10, 11]; however, the application of these models for the prediction of flexure behaviour is missing in the literature.The modelling of the compressive stress-strain behaviour of FRC containing PVA and basalt fibres is reported in [10], which revealed that the addition of both fibre types increased the compressive strength and corresponding strain and stiffness, and there is a substantial increase in the post-peak energy absorption capacity (also called “Toughness”). The tensile stress-strain behaviour of FRC reinforced with PVA and basalt fibres is also different from steel fibres [11]. Therefore, the response of PVA and basalt fibres in concrete is different and cannot be predicted through the available model of steel fibre-reinforced concrete (SFRC) [12]. The reason of unsuitability of available models is that the post-peak stress-strain response of FRC solely depends on the fibre properties including fibre modulus of elasticity, elongation, and bond characteristics [11]. Hence, there is a need to develop the flexural model for both PVA and basalt fibre-reinforced concretes.In this paper, the analytical flexural models are proposed which are based on the compressive and tensile stress-strain laws derived from experimental results, similar to the methodology followed by Barros and Figueiras [13]. The proposed flexural model is based on the traditional equivalent rectangular stress block concept for both compressive and tensile stress distributions across the beam cross section by converting the predicted stress-strain distributions to equivalent stress block by employing conversion parameters for the flexural models. The modelling procedure described in this paper is applicable to FRC structural elements subjected to flexural loading. It is to be noted that this paper is an allied of the previous work published [14] in which flexural test results of 21 FRC beams containing PVA and basalt fibres (1–3% by volume) were presented. This paper specifically focuses on the flexural modelling of the similar beams based on the suggested compressive [10] and tensile [11] stress-strain behaviours and their validation through experimental and finite element analysis approach. The endeavour is to verify the results obtained from the analytical flexural model with the results obtained from 3D nonlinear finite element program “ATENA 3D” and with the published experimental data by the authors [14].


## 2. Behaviour and Modelling of FRC Material Properties

It was earlier stated that the proposed analytical flexural model is based on the compressive and tensile stress-strain laws derived from experimental results, similar to the methodology followed by Barros and Figueiras [13]. The compressive stress-strain behaviour of FRC containing PVA and basalt fibres is reported in [10], and the tensile stress-strain behaviour of FRC containing PVA and basalt fibres is reported in [11]. Based on the compressive and fracture responses, the analytical expressions for predicting the compressive and tensile stress-strain were proposed and used in this paper for the development of flexural modelling. For the experimental validation of the flexural model, it is mentioned in the earlier part that the experimental work and results used in this paper have already been published in [14]. However, for the reader’s interest, the summary of the flexural test performed on 21 FRC beams containing PVA and basalt fibres (1–3% by volume) is given first.


## 3. Concrete Material and Mix Details

FRC mixes were made up of three different mix binders. The first mix binder type was made by utilising 100% cement volume. The remaining two types were blended cement system containing 10% volume of silica fume or metakaolin with 90% cement volume. For each of three binder mixes, 7 beams of the size 100 × 200 × 1500 mm were cast. The first beam (labelled as control beam) contained no fibres, while the remaining 6 beams were cast using FRC containing a volume fraction of 1%, 2%, and 3% PVA and basalt fibres. All 21 beams were tested to failure under three-point flexural loading. A complete detail of the mix design, investigation of the flexure test results of the beams, has been investigated by the authors and can be found in [14].Table1 presents the mix composition used in the experimental program. A total of three series were prepared. The average unit weight of the concrete mixes was about 2450 kg/m3. The fibre volume percentages, fibre type, and binder type were the main variables that were varied to evaluate their influence on the behaviour of the FRC composites. Binder content and water-to-binder (w/b) ratio were fixed as 450 kg/m3 and 0.4. The fracture energy and the postcracking behaviour were evaluated from the flexure tests performed on 21 beam specimens of these three series. The detail of the flexure test can be found in [14]. The compression and tension behaviours were determined using specimens of all three series. For compressive behaviour, three cylinders of size 100 × 200 mm from each 21 mixes were cast as per ASTM C 192/C 192 M standard [15]. For tension test, notched specimens of the size 100 × 70 × 600 mm were cast [11]. The detail is given in the forthcoming section.Table 1
Material and mixture composition used in the experimental program.
Materials
Series “P”
Series “S”
Series “M”
Ordinary Portland cement (OPC)
450 kg/m3
405 kg/m3
405 kg/m3
Silica fume
—
45 kg/m3
—
Metakaolin
—
—
45 kg/m3
Fine aggregate
670 kg/m3
Coarse aggregates
600 kg/m3 (aggregate size: <10 mm), 500 kg/m3 (aggregate size: 10 to 20 mm)
Fibre content
0
13 kg/m3
26 kg/m3
0
13 kg/m3
26 kg/m3
0
13 kg/m3
26 kg/m3
26 kg/m3
52 kg/m3
26 kg/m3
52 kg/m3
26 kg/m3
52 kg/m3
39 kg/m3
78 kg/m3
39 kg/m3
78 kg/m3
39 kg/m3
78 kg/m3
(PVA)
(Basalt)
(PVA)
(Basalt)
(PVA)
(Basalt)
Note. In series, “P” represents plain concrete (without silica fume or metakaolin), “S” represents silica fume concrete, and “M” represents metakaolin concrete.Ordinary Portland cement (OPC) was used in all mixes. Kuraray RF 4000 polyvinyl alcohol (PVA) fibres and chopped basalt fibres were used as micro reinforcements for the concrete. The physical properties of both fibres are given in [14], whereas chemical composition of chopped basalt fibres is given in [10]. Fibres were added as 1, 2, and 3% by the volume of concrete mix.


## 4. Compressive Behaviour

The aim of uniaxial compression testing of FRC cylindrical specimens was to define a stress-strain law to simulate the complete compression behaviour of the FRC analysed. Therefore, 100 × 200 mm size cylindrical specimens were tested under deformation control condition. Testing detail and complete procedure of the compressive stress-strain modelling are given in [10]. The compression tests results of the FRC are given in Table 2, while the description of the suggested expressions is given in the subsequent section.Table 2
Compression test results of plain concrete with and without fibres at 28 days.
Series
Cylinder IDs
Experimental results
Calculated results
Avg.
f
c
f
′ (MPa)
ε
o
f
a (mm/mm)
ε
u
f
b (mm/mm)
E
it
c (MPa)
E
c (MPa)
E
c
f
d (MPa)
T
R
f
e
f
c
f
′ (MPa)
RI
(f)
“P”
P-0
Cylinder 1
74.53
0.002372
0.012199
43,135
41,754
31,426
0.159
73.43
—
Cylinder 2
72.34
0.002204
0.011287
42,709
42,301
32,829
0.149
—
—
PP-1∗
Cylinder 1
75.61
0.002687
0.022323
43,329
40,022
28,139
0.186
73.97
0.455
Cylinder 2
72.34
0.002646
0.021088
42,696
39,220
27,339
0.178
—
0.455
PP-2
Cylinder 1
75.23
0.002936
0.024516
43,243
38,562
25,618
0.167
77.06
0.909
Cylinder 2
78.88
0.003078
0.019840
43,933
38,955
25,629
0.184
—
0.909
PP-3
Cylinder 1
74.56
0.002998
0.022076
43,102
38,065
24,871
0.236
75.74
1.364
Cylinder 2
76.92
0.002826
0.022500
43,553
39,631
27,217
0.225
—
1.364
PB-1
Cylinder 1
74.20
0.002335
0.019264
43,059
41,909
31,778
0.186
74.48
13.89
Cylinder 2
74.76
0.002406
0.019029
43,167
41,574
31,073
0.178
—
13.89
PB-2
Cylinder 1
78.02
0.002469
0.019525
43,772
42,208
31,599
0.167
78.39
27.78
Cylinder 2
78.77
0.002544
0.016495
43,913
41,932
30,965
0.184
—
27.78
PB-3
Cylinder 1
77.34
0.002560
0.014745
43,631
41,351
30,210
0.236
76.34
41.67
Cylinder 2
75.35
0.002412
0.016063
43,443
41,525
30,709
0.225
—
41.67
“S”
S-0
Cylinder 1
82.33
0.002319
0.014198
44,590
44,850
35,500
0.174
81.17
—
Cylinder 2
80.01
0.002376
0.022226
44,168
43,592
33,675
0.229
—
—
SP-1
Cylinder 1
81.58
0.002600
0.019254
44,442
43,580
33,379
0.170
82.17
0.455
Cylinder 2
82.75
0.002811
0.019839
44,653
41,491
29,438
0.199
—
0.455
SP-2¥
Cylinder 1
84.51
0.002660
0.017231
44,954
42,967
31,772
0.299
83.39
0.909
Cylinder 2
82.27
0.002351
0.019068
44,552
44,545
34,993
0.237
—
0.909
SP-3
Cylinder 1
82.24
0.002693
0.020304
44,534
42,040
30,538
0.283
82.01
1.364
Cylinder 2
81.78
0.002521
0.017923
44,452
43,060
32,441
0.297
—
1.364
SB-1
Cylinder 1
83.64
0.002464
0.022310
44,812
44,103
33,943
0.170
82.64
13.89
Cylinder 2
81.65
0.002430
0.01131
44,454
43,711
33,601
0.199
—
13.89
SB-2
Cylinder 1
82.39
0.002571
0.022026
44,575
42,908
32,046
0.299
83.51
27.78
Cylinder 2
84.63
0.002633
0.019979
44,975
43,186
32,143
0.237
—
27.78
SB-3
Cylinder 1
81.83
0.002672
0.015939
44,459
42,046
30,624
0.283
81.98
41.67
Cylinder 2
82.14
0.002727
0.018415
44,516
41,797
30,122
0.297
—
41.67
“M”
M-0
Cylinder 1
85.23
0.002381
0.011832
45,109
45,308
35,798
0.149
84.85
—
Cylinder 2
84.47
0.002316
0.017960
44,973
45,613
36,478
0.190
—
—
MP-1
Cylinder 1
84.91
0.002619
0.012112
45,039
43,378
32,422
0.166
84.19
0.455
Cylinder 2
83.46
0.002400
0.012304
44,781
44,552
34,777
0.191
—
0.455
MP-2
Cylinder 1
84.42
0.002654
0.018596
44,938
42,977
31,807
0.216
85.48
0.909
Cylinder 2
86.53
0.002678
0.017777
45,309
43,468
32,312
0.217
—
0.909
MP-3
Cylinder 1
81.74
0.002711
0.015828
44,444
41,774
30,152
0.253
82.91
1.364
Cylinder 2
84.07
0.002778
0.017877
44,862
42,071
30,264
0.259
—
1.364
MB-1
Cylinder 1
85.71
0.002552
0.017760
45,179
44,108
33,586
0.166
84.80
13.89
Cylinder 2
83.89
0.002437
0.014156
44,858
44,398
34,425
0.191
—
13.89
MB-2
Cylinder 1
86.20
0.002530
0.017112
45,251
44,420
34,070
0.216
87.06
27.78
Cylinder 2
87.91
0.002607
0.018787
45,549
44,392
33,723
0.217
—
27.78
MB-3
Cylinder 1
87.30
0.002535
0.015883
45,429
44,725
34,437
0.253
87.56
41.67
Cylinder 2
87.85
0.002760
0.012901
45,525
43,319
31,831
0.259
—
41.67
(a) Strain corresponding to peak stress,f′cf, (b) ultimate strain, (c) initial tangent modulus of elasticity is the slope at origin of the stress-strain curve, (d) secant modulus elasticity, (e) refer to Ayub et al. [10], and (f) reinforcing index by volume of fibres. Note. Each mix ID is distinguished based on the concrete type, fibre type, and fibre volume fraction. ∗Mix ID PP-1: first letter “P” represents plain concrete, second letter “P” represents “PVA fibre,” and the number after hyphen represents “1%” fibre volume. ¥Mix ID SP-2: first letter “S” represents silica fume concrete, second letter “P” represents “PVA fibre,” and the number after hyphen represents “2%” fibre volume.


### 4.1. Compressive Stress-Strain Model

For plain concrete labelled as “control” and FRC, two equations are proposed for the current experimental results of the control [16] and FRC [10] cylindrical specimens. The first equation was proposed for 0<ε≤εc,lim, where εc,lim is the strain corresponding to limiting the stress fc,lim level of 0.96 f′c in the falling branch. The second equation was proposed for fc>fc,lim or fc > 0.96 f′c. A general description of the proposed model is given in Figure 1.Figure 1
Description of the proposed compressive stress-strain model.As there is no significant influence of fibre addition on the ascending branch of the compressive stress-strain curve, therefore, the following expression was found suitable for the current experimental data presented in Table2 (with and without fibres).For0<εc≤εc,lim,(1)fcf=nβf′cfεcf/εofnβ−1+εcf/εofnβfor0≤εcf<εcf,lim.In (1), “f′cf” and “εof” are the maximum compressive strengths of the FRC and its corresponding strain. “n” and “β” are the material parameters, where “n” contributes to the toughness of the stress-strain curve, and “β” depends on the shape of the experimental stress-strain curve. The value of “n” used in the current investigation is 3, and the expression of “β” was same as recommended by Hsu and Hsu [17] and is given as follows:(2)β=f′c65.233+2.59for  control  specimens,(3)β=11−Ecf/Eitfor  FRC  specimens,wheref′c is the compressive strength of the control specimens (without fibres) in (2). In (3), “Ecf” is the secant modulus of elasticity f′cf/εof. “Eit” is the initial tangent modulus, which slightly decreased by the addition of fibres. The analysis of the results of “Eit” shows that the expression suggested by Mansur et al. [18] suits well for the current data of FRC. The expression suggested by Mansur et al. [18] for the cylinder size of 100 × 200 mm is as follows:(4)Eit=10,300−400Vff′cf3in  MPa.Forεc>εc,lim , the following expressions are suggested for the control specimens (without fibres):(5)fc=fc,lim1+0.1n−1εc/ε′c−1/εc,lim/ε′c−11+0.1n−1no  fibre  specimen.For FRC containing PVA fibres, the suggested expression for descending branchεcf>εcf,lim is as follows:(6)fcf=fc,lim1+n−0.1Vf2×εcf/εof−εc,lim/εof1+0.1VfPVA  fibre  specimens.For FRC containing basalt fibres, the expression for descending branchεcf>εcf,lim is as follows:(7)fcf=fc,lim×expn−1−0.1Vf2×εcfεof−εc,limεof1−0.1Vfbasalt  fibre  specimens.Note that in (5), the term “fc” represents the compressive strength of plain concrete, whereas the term “fcf” in (6) and (7) represents the compressive strength of FRC. Using the experimental results given in Table 2 and (1)–(7), the complete investigation can be found in [10, 16].


### 4.2. Compressive Stress Block

For FRC, the designed compression stress distribution is simplified using conversion factors “α1”and “β1” applied to the design compressive strength and its corresponding depth within the beam so that a rectangular stress block is generated from a parabolic stress distribution to a rectangular stress distribution, as recommended in ACI 363R-92 [19]. A typical equivalent rectangular block, adopted from [19], is shown in Figure 2. In the following figure, the value of ultimate strain is taken as 0.0035, instead of 0.003 recommended in ACI 363R-92 [19] and ACI 318-08 [20]. The reason for selecting the value of 0.0035 is based on the results of the compressive strain corresponding to the maximum compressive strength. Canadian standard CSA [21] and European standard Eurocode 2 [22] also suggest the value of ultimate strain as 0.0035. Since the compressive behaviour of FRC will not vary significantly from that of normal concrete or concrete without fibres, the same concept can be used for FRC in compression. The notations used in this research for the equivalent rectangular stress block parameters at any stress state are shown in Figure 2.Figure 2
Equivalent rectangular compressive stress block (adopted from ACI 363R-92 [19] and ACI 318-08 [20]).The coefficientk3 which had been developed already in ACI 363R-92 [19] is equal to 0.85. This coefficient helps in defining the peak stress of in-place stress-strain relationship of concrete, as defined in the preceding section. The proposed stress-strain relationships were selected to derive the coefficients k1 and k2. Since the proposed compressive stress-strain model for the ascending branch is an indefinite integral, therefore, area under the curve and the centroid of area for all types of FRC up to ultimate compressive strain εcu were estimated with the help of the trapezoidal rule. The centroid of the area relative to extreme fibre strain yielded the coefficient k2. The coefficient k1 was determined such that the area of compressive stress-strain relationship was set equal to an equivalent rectangular stress distribution over the entire compressive zone. The estimated areas under the curve and the centroid of areas for all FRC, using experimental results and proposed compressive stress-strain relationships, are presented in [23]. The values of coefficients k1 and k2 after following procedures are shown in Table 3. In the same table, the results of coefficients are compared with coefficients obtained from experimental compressive stress-strain curves to assess the precision of compressive stress-strain relationship. The proposed rectangular compressive stress block is defined by a width equal to α1f′c and depth β1c, as done in ACI 318-08 [20]. The proposed rectangular compressive stress block is shown in Figure 2, while the estimation of coefficients α1 and β1 using coefficients k3, k1, and k2 is as follows:(8)α1β1=k1k3,β1=2k2,where the coefficient k3 is 0.85. The estimated coefficients k1 and k2 are given in Table 3. It is to be noted that the values of coefficient β1, according to ACI 318-08 [20], should be greater than or equal to 0.65 for f′c > 28 MPa.Table 3
Estimated coefficientsk2, k1, α1, and β1.
Series
Cylinder IDs
Coefficientsk2, k1, α1, and β1 using compressive stress-strain relationship
Coefficientsk2, k1, α1, and β1 using experimental results
Cylinder 1
Cylinder 2
Cylinder 1
Cylinder 2
k
2
k
1
α
1
β
1
k
2
k
1
α
1
β
1
k
2
k
1
α
1
β
1
k
2
k
1
α
1
β
1
“P”
P-0
0.424
0.640
0.68
0.85
0.469
0.559
0.54
0.94
0.491
0.597
0.55
0.98
0.504
0.551
0.59
0.84
PP-1
0.373
0.699
0.84
0.75
0.377
0.671
0.80
0.75
0.436
0.646
0.67
0.87
0.440
0.639
0.65
0.88
PP-2
0.359
0.713
0.89
0.72
0.348
0.698
0.90
0.70
0.399
0.718
0.81
0.80
0.393
0.696
0.80
0.79
PP-3
0.348
0.668
0.86
0.70
0.368
0.689
0.84
0.74
0.427
0.627
0.66
0.85
0.400
0.716
0.81
0.80
PB-1
0.433
0.63
0.65
0.87
0.416
0.656
0.67
0.83
0.447
0.648
0.65
0.89
0.470
0.641
0.58
0.94
PB-2
0.391
0.72
0.83
0.78
0.392
0.702
0.76
0.78
0.470
0.626
0.63
0.94
0.440
0.688
0.66
0.88
PB-3
0.390
0.68
0.78
0.78
0.417
0.628
0.64
0.83
0.423
0.747
0.75
0.85
0.651
0.673
0.44
1.30
“S”
S-0
0.454
0.580
0.57
0.91
0.431
0.601
0.63
0.86
0.432
0.625
0.65
0.86
0.410
0.655
0.72
0.82
SP-1
0.385
0.679
0.79
0.77
0.365
0.682
0.84
0.73
0.419
0.687
0.74
0.84
0.444
0.648
0.66
0.89
SP-2
0.374
0.719
0.86
0.75
0.382
0.697
0.82
0.76
0.369
0.762
0.93
0.74
0.406
0.686
0.76
0.81
SP-3
0.375
0.683
0.82
0.75
0.388
0.690
0.80
0.78
0.449
0.703
0.70
0.90
0.410
0.699
0.77
0.82
SB-1
0.412
0.64
0.70
0.82
0.435
0.575
0.56
0.87
0.399
0.679
0.68
0.80
0.398
0.655
0.70
0.80
SB-2
0.382
0.72
0.84
0.76
0.390
0.653
0.71
0.78
0.329
0.776
0.78
0.66
0.350
0.595
0.72
0.70
SB-3
0.376
0.69
0.82
0.75
0.370
0.727
0.83
0.74
0.367
0.774
0.77
0.73
0.375
0.669
0.76
0.75
“M”
M-0
0.399
0.805
0.91
0.80
0.403
0.801
0.89
0.81
0.472
0.767
0.73
0.94
0.454
0.664
0.66
0.91
MP-1
0.378
0.716
0.85
0.76
0.404
0.650
0.72
0.81
0.518
0.771
0.67
1.04
0.439
0.691
0.71
0.88
MP-2
0.373
0.690
0.83
0.75
0.373
0.705
0.85
0.75
0.373
0.729
0.88
0.75
0.412
0.729
0.80
0.82
MP-3
0.371
0.718
0.87
0.74
0.363
0.712
0.88
0.73
0.386
0.746
0.87
0.77
0.409
0.717
0.79
0.82
MB-1
0.384
0.72
0.84
0.77
0.417
0.635
0.65
0.83
0.323
0.704
0.70
0.65
0.372
0.558
0.64
0.74
MB-2
0.402
0.65
0.73
0.80
0.385
0.656
0.72
0.77
0.448
0.678
0.68
0.90
0.330
0.558
0.72
0.66
MB-3
0.387
0.71
0.82
0.77
0.37
0.693
0.80
0.74
0.410
0.712
0.71
0.82
0.335
0.641
0.81
0.67
k
1 is the ratio of average to maximum compressive stress in beam = area under the curve × εcu/k3f′c, k2 is the ratio of depth to compressive resultant to neutral axis depth, and k3 is the ratio of maximum stress in beam to maximum stress in corresponding axially loaded cylinder = 0.85 [19].


## 4.1. Compressive Stress-Strain Model

For plain concrete labelled as “control” and FRC, two equations are proposed for the current experimental results of the control [16] and FRC [10] cylindrical specimens. The first equation was proposed for 0<ε≤εc,lim, where εc,lim is the strain corresponding to limiting the stress fc,lim level of 0.96 f′c in the falling branch. The second equation was proposed for fc>fc,lim or fc > 0.96 f′c. A general description of the proposed model is given in Figure 1.Figure 1
Description of the proposed compressive stress-strain model.As there is no significant influence of fibre addition on the ascending branch of the compressive stress-strain curve, therefore, the following expression was found suitable for the current experimental data presented in Table2 (with and without fibres).For0<εc≤εc,lim,(1)fcf=nβf′cfεcf/εofnβ−1+εcf/εofnβfor0≤εcf<εcf,lim.In (1), “f′cf” and “εof” are the maximum compressive strengths of the FRC and its corresponding strain. “n” and “β” are the material parameters, where “n” contributes to the toughness of the stress-strain curve, and “β” depends on the shape of the experimental stress-strain curve. The value of “n” used in the current investigation is 3, and the expression of “β” was same as recommended by Hsu and Hsu [17] and is given as follows:(2)β=f′c65.233+2.59for  control  specimens,(3)β=11−Ecf/Eitfor  FRC  specimens,wheref′c is the compressive strength of the control specimens (without fibres) in (2). In (3), “Ecf” is the secant modulus of elasticity f′cf/εof. “Eit” is the initial tangent modulus, which slightly decreased by the addition of fibres. The analysis of the results of “Eit” shows that the expression suggested by Mansur et al. [18] suits well for the current data of FRC. The expression suggested by Mansur et al. [18] for the cylinder size of 100 × 200 mm is as follows:(4)Eit=10,300−400Vff′cf3in  MPa.Forεc>εc,lim , the following expressions are suggested for the control specimens (without fibres):(5)fc=fc,lim1+0.1n−1εc/ε′c−1/εc,lim/ε′c−11+0.1n−1no  fibre  specimen.For FRC containing PVA fibres, the suggested expression for descending branchεcf>εcf,lim is as follows:(6)fcf=fc,lim1+n−0.1Vf2×εcf/εof−εc,lim/εof1+0.1VfPVA  fibre  specimens.For FRC containing basalt fibres, the expression for descending branchεcf>εcf,lim is as follows:(7)fcf=fc,lim×expn−1−0.1Vf2×εcfεof−εc,limεof1−0.1Vfbasalt  fibre  specimens.Note that in (5), the term “fc” represents the compressive strength of plain concrete, whereas the term “fcf” in (6) and (7) represents the compressive strength of FRC. Using the experimental results given in Table 2 and (1)–(7), the complete investigation can be found in [10, 16].


## 4.2. Compressive Stress Block

For FRC, the designed compression stress distribution is simplified using conversion factors “α1”and “β1” applied to the design compressive strength and its corresponding depth within the beam so that a rectangular stress block is generated from a parabolic stress distribution to a rectangular stress distribution, as recommended in ACI 363R-92 [19]. A typical equivalent rectangular block, adopted from [19], is shown in Figure 2. In the following figure, the value of ultimate strain is taken as 0.0035, instead of 0.003 recommended in ACI 363R-92 [19] and ACI 318-08 [20]. The reason for selecting the value of 0.0035 is based on the results of the compressive strain corresponding to the maximum compressive strength. Canadian standard CSA [21] and European standard Eurocode 2 [22] also suggest the value of ultimate strain as 0.0035. Since the compressive behaviour of FRC will not vary significantly from that of normal concrete or concrete without fibres, the same concept can be used for FRC in compression. The notations used in this research for the equivalent rectangular stress block parameters at any stress state are shown in Figure 2.Figure 2
Equivalent rectangular compressive stress block (adopted from ACI 363R-92 [19] and ACI 318-08 [20]).The coefficientk3 which had been developed already in ACI 363R-92 [19] is equal to 0.85. This coefficient helps in defining the peak stress of in-place stress-strain relationship of concrete, as defined in the preceding section. The proposed stress-strain relationships were selected to derive the coefficients k1 and k2. Since the proposed compressive stress-strain model for the ascending branch is an indefinite integral, therefore, area under the curve and the centroid of area for all types of FRC up to ultimate compressive strain εcu were estimated with the help of the trapezoidal rule. The centroid of the area relative to extreme fibre strain yielded the coefficient k2. The coefficient k1 was determined such that the area of compressive stress-strain relationship was set equal to an equivalent rectangular stress distribution over the entire compressive zone. The estimated areas under the curve and the centroid of areas for all FRC, using experimental results and proposed compressive stress-strain relationships, are presented in [23]. The values of coefficients k1 and k2 after following procedures are shown in Table 3. In the same table, the results of coefficients are compared with coefficients obtained from experimental compressive stress-strain curves to assess the precision of compressive stress-strain relationship. The proposed rectangular compressive stress block is defined by a width equal to α1f′c and depth β1c, as done in ACI 318-08 [20]. The proposed rectangular compressive stress block is shown in Figure 2, while the estimation of coefficients α1 and β1 using coefficients k3, k1, and k2 is as follows:(8)α1β1=k1k3,β1=2k2,where the coefficient k3 is 0.85. The estimated coefficients k1 and k2 are given in Table 3. It is to be noted that the values of coefficient β1, according to ACI 318-08 [20], should be greater than or equal to 0.65 for f′c > 28 MPa.Table 3
Estimated coefficientsk2, k1, α1, and β1.
Series
Cylinder IDs
Coefficientsk2, k1, α1, and β1 using compressive stress-strain relationship
Coefficientsk2, k1, α1, and β1 using experimental results
Cylinder 1
Cylinder 2
Cylinder 1
Cylinder 2
k
2
k
1
α
1
β
1
k
2
k
1
α
1
β
1
k
2
k
1
α
1
β
1
k
2
k
1
α
1
β
1
“P”
P-0
0.424
0.640
0.68
0.85
0.469
0.559
0.54
0.94
0.491
0.597
0.55
0.98
0.504
0.551
0.59
0.84
PP-1
0.373
0.699
0.84
0.75
0.377
0.671
0.80
0.75
0.436
0.646
0.67
0.87
0.440
0.639
0.65
0.88
PP-2
0.359
0.713
0.89
0.72
0.348
0.698
0.90
0.70
0.399
0.718
0.81
0.80
0.393
0.696
0.80
0.79
PP-3
0.348
0.668
0.86
0.70
0.368
0.689
0.84
0.74
0.427
0.627
0.66
0.85
0.400
0.716
0.81
0.80
PB-1
0.433
0.63
0.65
0.87
0.416
0.656
0.67
0.83
0.447
0.648
0.65
0.89
0.470
0.641
0.58
0.94
PB-2
0.391
0.72
0.83
0.78
0.392
0.702
0.76
0.78
0.470
0.626
0.63
0.94
0.440
0.688
0.66
0.88
PB-3
0.390
0.68
0.78
0.78
0.417
0.628
0.64
0.83
0.423
0.747
0.75
0.85
0.651
0.673
0.44
1.30
“S”
S-0
0.454
0.580
0.57
0.91
0.431
0.601
0.63
0.86
0.432
0.625
0.65
0.86
0.410
0.655
0.72
0.82
SP-1
0.385
0.679
0.79
0.77
0.365
0.682
0.84
0.73
0.419
0.687
0.74
0.84
0.444
0.648
0.66
0.89
SP-2
0.374
0.719
0.86
0.75
0.382
0.697
0.82
0.76
0.369
0.762
0.93
0.74
0.406
0.686
0.76
0.81
SP-3
0.375
0.683
0.82
0.75
0.388
0.690
0.80
0.78
0.449
0.703
0.70
0.90
0.410
0.699
0.77
0.82
SB-1
0.412
0.64
0.70
0.82
0.435
0.575
0.56
0.87
0.399
0.679
0.68
0.80
0.398
0.655
0.70
0.80
SB-2
0.382
0.72
0.84
0.76
0.390
0.653
0.71
0.78
0.329
0.776
0.78
0.66
0.350
0.595
0.72
0.70
SB-3
0.376
0.69
0.82
0.75
0.370
0.727
0.83
0.74
0.367
0.774
0.77
0.73
0.375
0.669
0.76
0.75
“M”
M-0
0.399
0.805
0.91
0.80
0.403
0.801
0.89
0.81
0.472
0.767
0.73
0.94
0.454
0.664
0.66
0.91
MP-1
0.378
0.716
0.85
0.76
0.404
0.650
0.72
0.81
0.518
0.771
0.67
1.04
0.439
0.691
0.71
0.88
MP-2
0.373
0.690
0.83
0.75
0.373
0.705
0.85
0.75
0.373
0.729
0.88
0.75
0.412
0.729
0.80
0.82
MP-3
0.371
0.718
0.87
0.74
0.363
0.712
0.88
0.73
0.386
0.746
0.87
0.77
0.409
0.717
0.79
0.82
MB-1
0.384
0.72
0.84
0.77
0.417
0.635
0.65
0.83
0.323
0.704
0.70
0.65
0.372
0.558
0.64
0.74
MB-2
0.402
0.65
0.73
0.80
0.385
0.656
0.72
0.77
0.448
0.678
0.68
0.90
0.330
0.558
0.72
0.66
MB-3
0.387
0.71
0.82
0.77
0.37
0.693
0.80
0.74
0.410
0.712
0.71
0.82
0.335
0.641
0.81
0.67
k
1 is the ratio of average to maximum compressive stress in beam = area under the curve × εcu/k3f′c, k2 is the ratio of depth to compressive resultant to neutral axis depth, and k3 is the ratio of maximum stress in beam to maximum stress in corresponding axially loaded cylinder = 0.85 [19].


## 5. Tensile Behaviour

The aim of the uniaxial tension testing of the FRC specimens was to define a stress-strain law to simulate the complete tensile behaviour. Therefore, 70 × 70 × 600 mm size notched specimens were tested under deformation control condition. The testing detail and the complete procedure of the tensile stress-strain modelling are given in [11]. The tension tests results of FRC are given in Table 4, while the description of the suggested expressions is given in the subsequent section.Table 4
Tension test results at 28 days.
Series
Specimen ID
Direct tension test result
At cracking
Postcracking
At cracking
Postcracking
LoadPcr (kN)
Elongation (mm)
LoadPpc (kN)
Elongation (mm)
Stressf′c (MPa)
Strainεcr (mm/mm)
Stressfpc (MPa)
Strainεpc (mm/mm)
“P”
P-0
26.30
0.02428
—
—
5.367
0.0001214
—
—
PP-1
26.44
0.02321
10.617
0.0363
5.396
0.0001160
2.167
0.0001817
PP-2
30.91
0.02483
17.442
0.1015
6.308
0.0001242
3.559
0.0005077
PP-3
26.63
0.02539
21.677
0.1009
5.436
0.001269
4.424
0.0005047
PB-1
27.27
0.02428
—
—
5.564
0.0001214
—
—
PB-2
31.23
0.02578
—
—
6.374
0.0001289
—
—
PB-3
27.95
0.03046
—
—
5.703
0.0001523
—
—
“S”
S-0
27.02
0.02482
—
—
5.515
0.0001241
—
—
SP-1
29.15
0.02201
10.72
0.04157
5.949
0.0001100
2.188
0.0002078
SP-2
30.73
0.03151
15.672
0.08832
6.271
0.0001576
3.198
0.0004416
SP-3
31.24
0.03703
18.623
0.08505
6.375
0.0001851
3.801
0.0004253
SB-1
29.76
0.030212
—
—
6.073
0.0001511
—
—
SB-2
31.37
0.036938
—
—
6.402
0.0001847
—
—
SB-3
28.80
0.024795
—
—
5.879
0.0001240
—
—
“M”
M-0
30.24
0.02505
—
—
6.172
0.0001252
—
—
MP-1
31.35
0.02745
11.928
0.04299
6.399
0.0001373
2.434
0.0002150
MP-2
32.08
0.03542
17.861
0.04268
6.547
0.0001771
3.645
0.0002134
MP-3
29.84
0.03377
19.28
0.06781
6.089
0.0001688
3.935
0.0003390
MB-1
29.16
0.02525
—
—
5.952
0.0001262
—
—
MB-2
33.53
0.03408
—
—
6.843
0.0001704
—
—
MB-3
34.68
0.03097
—
—
7.078
0.0001549
—
—


### 5.1. Tensile Stress-Strain Model

For the prediction of the tensile stress-strainft−εt behaviour of FRC reinforced with PVA and basalt fibres, two models are proposed. The complete investigation of the proposed model can be found in [11]. For the elastic behaviour in tension, a new formulation is suggested with an assumption that when the composite specimen is stressed as shown in Figure 3, the PVA and basalt fibres will be firmly bonded with the matrix so that no slippage can occur at the fibre-matrix interface.Figure 3
General response of concrete under direct tension [11].Considering the idealized stress-strain behaviour shown in Figure3, the following model is suggested for the “elastic behaviour in tension,” that is, the pre-peak branch of the tensile stress-strain curve:(9)ft=ωεt/εcrf′cω−1+εt/εcrω.In (9), f′c is the maximum tensile strength (at cracking), εcr is the cracking strain corresponding to f′c, and ω is the material parameter. The parameter ω strongly depends on the initial modulus of elasticity Eit, tensile strength of FRC f′t, and its corresponding cracking strain εcr. The parameter ω decides the shape of the pre-peak branch of the tensile stress-strain curves. The expression for ω is expressed as(10)ω=cf′tEitft′/εcrorω=cEitεcr.In (10), c is a coefficient that depends on the composite/matrix type. The coefficient c decides the required shape of the initial branch of the tensile stress-strain curve. In this research, a suitable value of c for concrete was found as 1.5 for a concrete-based composite. Eit is the initial tangent modulus of elasticity of tensile stress-strain curves of FRC and is the same as given in Table 2 for the compressive stress-strain curves of FRC. The proposed model for the pre-peak branch is unique, as no such model was proposed to capture the curvilinear shape of the curve.For the postcracking behaviour, the mathematical model can be found in [11, 24].


## 5.1. Tensile Stress-Strain Model

For the prediction of the tensile stress-strainft−εt behaviour of FRC reinforced with PVA and basalt fibres, two models are proposed. The complete investigation of the proposed model can be found in [11]. For the elastic behaviour in tension, a new formulation is suggested with an assumption that when the composite specimen is stressed as shown in Figure 3, the PVA and basalt fibres will be firmly bonded with the matrix so that no slippage can occur at the fibre-matrix interface.Figure 3
General response of concrete under direct tension [11].Considering the idealized stress-strain behaviour shown in Figure3, the following model is suggested for the “elastic behaviour in tension,” that is, the pre-peak branch of the tensile stress-strain curve:(9)ft=ωεt/εcrf′cω−1+εt/εcrω.In (9), f′c is the maximum tensile strength (at cracking), εcr is the cracking strain corresponding to f′c, and ω is the material parameter. The parameter ω strongly depends on the initial modulus of elasticity Eit, tensile strength of FRC f′t, and its corresponding cracking strain εcr. The parameter ω decides the shape of the pre-peak branch of the tensile stress-strain curves. The expression for ω is expressed as(10)ω=cf′tEitft′/εcrorω=cEitεcr.In (10), c is a coefficient that depends on the composite/matrix type. The coefficient c decides the required shape of the initial branch of the tensile stress-strain curve. In this research, a suitable value of c for concrete was found as 1.5 for a concrete-based composite. Eit is the initial tangent modulus of elasticity of tensile stress-strain curves of FRC and is the same as given in Table 2 for the compressive stress-strain curves of FRC. The proposed model for the pre-peak branch is unique, as no such model was proposed to capture the curvilinear shape of the curve.For the postcracking behaviour, the mathematical model can be found in [11, 24].


## 6. Development of the Flexural Capacity Model for the Rectangular FRC Beam Section

In general, a beam element subjected to flexural loads may experience three basic stages of stress states, as shown in Figure4. The stages assume that the element will reach the first cracking strain in tension before reaching the compression inelastic strain and are expressed as follows:(1)
Stage I: linear elastic stress-strain relationship in both compression and tension, that is, stress state before the material cracks in tension(2)
Stage II: linear elastic stress-strain relationship in compression while tension is in inelastic distribution, that is, the stress state after the material has reached cracking strain before compression strain (corresponding to inelastic stress) is reached(3)
Stage III: inelastic stress distribution for both compression and tension stress-strain fields, that is, the stress state after the material has cracked in tension and crushed in compressionFigure 4
Three stages of stress-strain response in flexure. (a) Stage I: elastic behaviour in compression and tension. (b) Stage II: elastic behaviour in compression and plastic behaviour in tension (cracking stage). (c) Stage III: nonlinear behaviour in compression and plastic behaviour in tension (ultimate stage).
(a)
(b)
(c)


### 6.1. Elastic Stage (Stage I) and Cracking Stage Models (Stage II)

The elastic stage and cracking stage models are bit similar. The difference between these two stages is that concrete tensile strainεt just reached the maximum and the compressive strain εc was within the elastic range at this Stage I (refer to Figure 4(a)), while at the cracking stage, the concrete tensile strain εt just reached to yield strain, while the compressive strain was within the elastic range (refer to Figure 4(b)).At first, the results were estimated for the cracking stage or Stage II condition (refer to Figure4(b)); that is, at this stage, the concrete tensile stresses will be equivalent to f′tf. It is assumed that the postcracking stress σpc or fpc was negligible or zero at cracking. Therefore, the flexural load at cracking, that is, Ft, was calculated using the governing stress f′tf assuming that the whole cross section was effective at cracking. Ft (refer to Figure 4(b)) is given as follows:(11)Ft=12f′tarea  of  tension  zone,(12)Ft=12f′tb×h2.In (12), b and h are the width and height of the rectangular beam section. Flexural capacity Mcr of FRC using cracking stress σcc or f′t (refer to Figure 4(b)) is as follows:(13)Mcr=12f′tb×h2×23horFt×23h.Using (13), the cracking load Pcr for the beam subjected to single point load acting at the centre of the beam can be calculated as follows:(14)Mcr=Pcr×L4.In (14), L represents the beam span.


### 6.2. Ultimate Stage Model (Stage III)

Using the approach similar to Eurocode 2 [22] and ACI 318-08 [20], an ultimate stage model for the flexural capacity of FRC beams reinforced with PVA and basalt fibres is suggested for rectangular sections using equivalent stress blocks for both tensile and compressive stresses. The parameters are defined by allowing the conversion of the stress-strain models into equivalent rectangular stress blocks, similar to Eurocode 2 [22]. For the flexural modelling of FRC, the suggested stress-strain model is presented in Figure 4(c). In order to determine the flexural capacity at ultimate, the depth of the neutral axis “c” was determined by considering the strain diagram shown in Figure 4(c) as follows:(15)εtu=h−cc×εcu.In (15), εtu is the ultimate tensile strain corresponding to σpc. εcu is the ultimate compressive strain assumed as 0.0035, h is the depth of the rectangular beam section, and c is the depth of the neutral axis from the extreme compression fibre (refer to Figure 4(c)).After determining the neutral axis depth, the next step was to determine the tension forceFtpc. As failure of FRC beams occurred from the tension side, the dominating tension force was estimated as follows:(16)Ftpc=σpc×bh−c.Using tension forceFtpc (refer to Figure 4(c)), the ultimate moment capacity was determined as follows:(17)Mu=Ftpc×h−a2,where depth of the proposed rectangular stress block “a”was determined as follows:(18)a=β1c.In (18), the value of β1 is estimated from the stress-strain behaviour as explained in the forthcoming section. In order to validate this model, the results of the ultimate load corresponding to the strain values of 0.0035 were compared with the numerical results, as discussed in [10].The results of the ultimate loads were found to be close to the numerical results. Thus, proposed rectangular stress block mode concept can be used for the practical designing of the structural member made of FRC.


## 6.1. Elastic Stage (Stage I) and Cracking Stage Models (Stage II)

The elastic stage and cracking stage models are bit similar. The difference between these two stages is that concrete tensile strainεt just reached the maximum and the compressive strain εc was within the elastic range at this Stage I (refer to Figure 4(a)), while at the cracking stage, the concrete tensile strain εt just reached to yield strain, while the compressive strain was within the elastic range (refer to Figure 4(b)).At first, the results were estimated for the cracking stage or Stage II condition (refer to Figure4(b)); that is, at this stage, the concrete tensile stresses will be equivalent to f′tf. It is assumed that the postcracking stress σpc or fpc was negligible or zero at cracking. Therefore, the flexural load at cracking, that is, Ft, was calculated using the governing stress f′tf assuming that the whole cross section was effective at cracking. Ft (refer to Figure 4(b)) is given as follows:(11)Ft=12f′tarea  of  tension  zone,(12)Ft=12f′tb×h2.In (12), b and h are the width and height of the rectangular beam section. Flexural capacity Mcr of FRC using cracking stress σcc or f′t (refer to Figure 4(b)) is as follows:(13)Mcr=12f′tb×h2×23horFt×23h.Using (13), the cracking load Pcr for the beam subjected to single point load acting at the centre of the beam can be calculated as follows:(14)Mcr=Pcr×L4.In (14), L represents the beam span.


## 6.2. Ultimate Stage Model (Stage III)

Using the approach similar to Eurocode 2 [22] and ACI 318-08 [20], an ultimate stage model for the flexural capacity of FRC beams reinforced with PVA and basalt fibres is suggested for rectangular sections using equivalent stress blocks for both tensile and compressive stresses. The parameters are defined by allowing the conversion of the stress-strain models into equivalent rectangular stress blocks, similar to Eurocode 2 [22]. For the flexural modelling of FRC, the suggested stress-strain model is presented in Figure 4(c). In order to determine the flexural capacity at ultimate, the depth of the neutral axis “c” was determined by considering the strain diagram shown in Figure 4(c) as follows:(15)εtu=h−cc×εcu.In (15), εtu is the ultimate tensile strain corresponding to σpc. εcu is the ultimate compressive strain assumed as 0.0035, h is the depth of the rectangular beam section, and c is the depth of the neutral axis from the extreme compression fibre (refer to Figure 4(c)).After determining the neutral axis depth, the next step was to determine the tension forceFtpc. As failure of FRC beams occurred from the tension side, the dominating tension force was estimated as follows:(16)Ftpc=σpc×bh−c.Using tension forceFtpc (refer to Figure 4(c)), the ultimate moment capacity was determined as follows:(17)Mu=Ftpc×h−a2,where depth of the proposed rectangular stress block “a”was determined as follows:(18)a=β1c.In (18), the value of β1 is estimated from the stress-strain behaviour as explained in the forthcoming section. In order to validate this model, the results of the ultimate load corresponding to the strain values of 0.0035 were compared with the numerical results, as discussed in [10].The results of the ultimate loads were found to be close to the numerical results. Thus, proposed rectangular stress block mode concept can be used for the practical designing of the structural member made of FRC.


## 7. Flexure Test Results and Analysis of FRC Beam

The flexure testing of FRC reinforced with PVA and basalt fibres is shown in Figure5, and the test results are presented in Table 5. All 21 beams failed in flexure exhibiting I-mode of failure. The reason for mode “I” failure is the application of single point load at the middle of the beam span, as mentioned by Sorankom and Mobasher [25]. The data required from flexural testing were failure load, failure modes, and complete load-deflection response of all the beams along with strain results, which are presented in Table 5. Further details of flexural testing and results can be found in [14].Figure 5
Typical loading arrangement of beams [14].Table 5
Comparison of the predicted and experimental results in flexure (at cracking).
Specimen IDs
Experimental results
Beam cross section
Beam span (L) (mm)
Predicted results at cracking
Predicted/experimental flexural load
Proposed stress distribution at cracking
Cracking load (kN)
Deflection (mm)
Strain at cracking
Widthb (mm)
Heighth (mm)
σ
cc (MPa)
Area of tension zone mm2)
F
tcc (kN)
Lever arm (mm)
Flexural load at cracking (kN)
P-0
10.45
0.227
0.00001216
100
200
1400
5.103
100×100
25.515
133.33
9.72
0.93
PP-1
11.68
0.262
0.00000877
100
200
1400
5.687
100×100
28.435
133.33
10.83
0.93
PP-2
12.10
0.289
0.00000075
100
200
1400
5.689
100×100
28.445
133.33
10.84
0.90
PP-3
10.88
0.282
0.00001581
100
200
1400
5.301
100×100
26.505
133.33
10.10
0.93
PB-1
10.70
0.221
0.00001900
100
200
1400
5.359
100×100
26.795
133.33
10.21
0.95
PB-2
12.44
0.272
0.00000152
100
200
1400
5.390
100×100
26.95
133.33
10.27
0.83
PB-3
10.99
0.230
0.00000023
100
200
1400
5.201
100×100
26.005
133.33
9.91
0.90
S-0
10.99
0.232
0.00001114
100
200
1400
5.488
100×100
27.44
133.33
10.45
0.95
SP-1
11.82
0.255
0.00000102
100
200
1400
6.062
100×100
30.31
133.33
11.55
0.98
SP-2
12.459
0.263
0.000001416
100
200
1400
6.064
100×100
30.32
133.33
11.55
0.93
SP-3
11.462
0.254
0.000014
100
200
1400
5.658
100×100
28.29
133.33
10.78
0.94
SB-1
11.93
0.243
0.00000710
100
200
1400
5.746
100×100
28.73
133.33
10.94
0.92
SB-2
12.53
0.283
0.00000237
100
200
1400
5.756
100×100
28.78
133.33
10.96
0.87
SB-3
11.43
0.271
0.000002083
100
200
1400
5.559
100×100
27.795
133.33
10.59
0.93
M-0
11.833
0.241
0.000000416
100
200
1400
5.963
100×100
29.815
133.33
11.36
0.96
MP-1
12.08
0.230
0.00001316
100
200
1400
6.265
100×100
31.325
133.33
11.93
0.99
MP-2
12.804
0.250
0.0000129
100
200
1400
6.267
100×100
31.335
133.33
11.94
0.93
MP-3
11.61
0.243
0.00001007
100
200
1400
5.851
100×100
29.255
133.33
11.14
0.96
MB-1
12.31
0.260
0.00000403
100
200
1400
5.947
100×100
29.735
133.33
11.33
0.92
MB-2
14.134
0.292
0.00000533
100
200
1400
5.961
100×100
29.805
133.33
11.35
0.80
MB-3
14.557
0.300
0.000003728
100
200
1400
5.747
100×100
28.735
133.33
10.95
0.75The flexure strength of FRC beams reinforced with PVA and basalt fibres (without reinforcing bars) was estimated for cracking stage (Stage II) using flexural model shown in Figure4. The comparison of the predicted results of the flexural strength with the experimental result (at cracking) is given in Table 5. As the beams were not containing conventional longitudinal reinforcement, it could not be possible to gather experimental data at ultimate.


## 8. Load-Deflection Curves under Flexure

The load-deflection response of all simply supported FRC beams is discussed in detailed by the authors in [14]. In this paper, those load-deflection behaviours are validated through finite element modelling. In order to validate the compressive and tensile stress-strain curve models, finite-element software ATENA 3D [26] was utilized. The results of the compressive and tensile stress-strain curve models were used as preliminary input parameters.Three material types were defined as follows:(1)
Concrete material (for plain and FRC)(2)
Steel (to model loading rod and supports)(3)
Fibre reinforcement (for FRC only)For plain and FRC beams, material properties were essentially required. In order to define plain and FRC material, the results of the material properties obtained from the compressive and tensile stress-strain curve models were used as input parameters for the FEA. The summary of input parameters is given in Table6.Table 6
Summary of the initial material input parameters, FEA parameters, and results.
Series
Beam IDs
Cylinder(a) compressive strength fcu (MPa)
Trial parameters
FE results for the monitoring points
Elastic(b) modulus E (MPa)
Tensile(c) strength (ft) (MPa)
Fracture(d) energy Gf (N/mm)
Prescribed(e) displacement (mm)
1
2
3
4
Load (kN)
Deflection (mm)
Maximum(f) strain at bottom (mm/mm)
Maximum strain at top (mm/mm)
“P”
P-0
73.43
43.00
3.62
0.11
0.01
10.416
0.2199
0.0001238
0.00009936
PP-1
73.97
38.00
4.68
0.0068
0.01
11.968
0.2599
0.0001151
0.0001189
PP-2
77.06
36.00
4.908
0.0163
0.01
12.048
0.2899
0.0001239
0.0001284
PP-3
75.74
32.50
3.8
0.09
0.01
10.264
0.275
0.0001693
0.0001266
PB-1
74.48
41.00
4.45
0.061
0.01
10.632
0.2199
0.00009742
0.0001001
PB-2
78.39
40.00
4.58
0.125
0.01
12.352
0.2699
0.0001582
0.0001227
PB-3
76.34
41.70
4.26
0.0853
0.01
10.982
0.2299
0.0001326
0.0001043
“S”
S-0
81.17
42.50
4.80
0.06
0.01
11.512
0.2299
0.0001019
0.0001045
SP-1
82.17
39.2
4.75
0.0193
0.01
11.594
0.2499
0.0001107
0.0001141
SP-2
83.39
38.3
4.82
0.0693
0.01
11.788
0.2599
0.0001151
0.0001188
SP-3
82.01
42.00
3.5
0.15
0.01
11.214
0.2499
0.0001119
0.0001666
SB-1
82.64
41.00
4.71
0.009
0.01
11.85
0.2599
0.0001573
0.0001181
SB-2
83.51
38.00
4.60
0.115
0.01
12.168
0.2799
0.0001660
0.0001276
SB-3
81.98
37.00
4.55
0.09
0.01
11.420
0.2699
0.0001615
0.0001232
“M”
M-0
84.85
41.80
4.95
0.04
0.01
11.820
0.2399
0.0001064
0.0001091
MP-1
84.19
44.00
4.90
0.064
0.01
11.906
0.2299
0.0001020
0.0001043
MP-2
85.48
43.00
5.25
0.06
0.01
12.684
0.2499
0.0001108
0.0001135
MP-3
82.91
41.25
3.60
0.1
0.01
10.474
0.2399
0.0001352
0.00001032
MB-1
84.80
40.00
5.15
0.04
0.01
12.268
0.2599
0.0001152
0.0001185
MB-2
87.06
43.00
5.72
0.112
0.01
14.11
0.2899
0.0001816
0.0001312
MB-3
87.56
40.50
5.98
0.05
0.01
14.326
0.2999
0.0001329
0.0001367
Note. Results of average cylinder compressive strength(a) f′c and modulus of elasticity(b) were same as given in Table 2. The results of tensile strength(c) ft are taken from Table 4. The results of fracture energy(d) were calculated using the formula given in Table 2.12 in [26]. Prescribed displacement(e) is provided on trial basis. The values of maximum strain(f) at the bottom and at the top were estimated by the results of the lateral displacements (in mm) by the distance between the monitoring point 3 and 4, which was 60 mm.The beams were modelled as a three dimensional solid object characterized by a material model “SBETA” by defining the user-defined material properties and material laws proposed by the researchers earlier [10, 11].It is to be noted that the aim of this investigation was to assess the accuracy of the predictive models as illustrated earlier for the compressive and tensile stress-strain behaviour of FRC containing PVA and basalt fibres in predicting the flexural response of plain and FRC beams using finite element analysis approach, which will be assessed by comparing with the experimental results of the flexural behaviour of 21 FRC beams.All beams were modelled in full-scale mode. The dimensions of the modelled beam were 100 × 200 × 1500 mm. It was assumed that FRC beams were simply supported at the bottom on semicircular steel plates, and the displacement in the direction of the beam length was set as zero (refer to Figure6). A finite element mesh was created as a three dimensional cubical structure comprised “brick” element type with a cube size of 25 × 25 × 25 mm, as shown in Figure 7. The selection of this mesh type is based on the literature review presented in [27], which recommends this mesh type for the better quality of analysis results considering the speed and memory requirements. The generated FE mesh is shown in Figure 7.Figure 6
Finite element meshes and monitoring point definition.Figure 7
Typical crack pattern at beam failure.The support restrained was modelled as typical roller and hinged; that is, the movement of modelled beam was vertically and horizontally restrained. The material properties given in Table6 were assigned to the beams, which included cylindrical compressive strength, tensile strength, modulus of elasticity, fracture energy, etc. The results of FE analysis, that is, force, displacement, and bottom strain, in the generated model were monitored to have information about the state of structure after the application of prescribed loadings. The information collected by monitoring the predefined 4 monitoring points (refer to Figure 6) is as follows:(1)
The first monitoring point was located at the middle of the beam at the top of the loading rod to monitor the maximum load attained by the beam before failure.(2)
The second monitoring point was located at the middle of the beam near its bottom surface, where largest vertical displacements can be expected. The deflections will be monitored at this location.(3)
The third and fourth monitoring points were located at 30 mm on the right and left side of the middle of the beam near its bottom surface to monitor the lateral displacement (similar to the tested beam given in Nasir et al. 2016). The reason for selecting 30 mm was the length of strain gauges used to measure the strain at the middle of the bottom face. The actual length of the strain gauges was 60 mm. Therefore, the results of strain in the FE analysis were calculated by placing 2 monitoring points for displacements 60 mm apart, by subtracting their values and dividing by 0.06 m.For the fracture mechanism, smeared crack approach was adopted. A typical critical stress location failure pattern in the analysed beam, representative of all FRC beams, is shown in Figure7. Three types of results were obtained from 3D nonlinear FE analysis using ATENA 3D:(1)
Maximum load (monitoring point 1) versus deflection (monitoring point 2)(2)
Failure mode (or crack pattern at failure) and the post-peak response of the concrete in the presence and absence of the fibres(3)
Lateral displacement between monitoring points 3 and 4, which were 60 mm apart. By dividing lateral displacement as given by ATENA 3D with 60 mm, strain was estimated corresponding to the maximum load versus deflectionThe comparison of the 3D nonlinear finite element analysis results with the experimental results is presented in the forthcoming section; however, the FE analysis results and final parameters to obtain these results are summarised in Table6.


## 9. Comparison of Finite Element Analysis Results with Experimental and Mathematical Model Results

The comparison of the finite element analysis (FEA) results with the experimental and mathematical results is presented in Table7, which shows that the similarity of FEA results in terms of load, deflection, and tensile strain with the experimental results is more than 90%. However, the results predicted with the flexural model do not match well with the finite element analysis and experimental results. This confirms that the 3D finite element modelling is significantly accurate compared to the mathematical model. However, the mathematical model is worthy as it is less time consuming due to no requirement of hectic modelling procedure.Table 7
Comparison of finite element (FE) analysis and experimental results.
Series
Beam IDs
Finite element analysis (FEA) results
Experimental results
Mathematical model results
Experimental/FEA results
Load (kN)
Deflection (mm)
Tensile strain (mm/mm)
Load (kN)
Deflection (mm)
Tensile strain (mm/mm)
Load (kN)
Load (kN)
Deflection (mm)
Tensile strain (mm/mm)
“P”
P-0
10.416
0.2199
0.0001238
10.45
0.227
0.0001310
9.72
0.9967
0.9687
0.9450
PP-1
11.67
0.2599
0.0001151
11.68
0.262
0.0001243
10.83
0.9991
0.9920
0.9260
PP-2
11.954
0.2799
0.0001239
12.10
0.289
0.0001286
10.84
0.9879
0.9685
0.9635
PP-3
10.264
0.275
0.0001693
10.88
0.282
0.0001708
10.10
0.9434
0.9752
0.9912
PB-1
10.632
0.2199
0.0000974
10.70
0.221
0.0001034
10.21
0.9936
0.9950
0.9422
PB-2
12.352
0.2699
0.0001582
12.44
0.272
0.0001590
10.27
0.9929
0.9923
0.9950
PB-3
10.982
0.2299
0.0001326
10.99
0.230
0.0001326
9.91
0.9993
0.9996
1.0000
“S”
S-0
10.85
0.2299
0.0001019
10.99
0.232
0.0001020
10.45
0.9873
0.9909
0.9990
SP-1
11.594
0.2499
0.0001107
11.82
0.255
0.0001297
11.55
0.9809
0.9800
0.8535
SP-2
11.788
0.2599
0.0001151
12.459
0.263
0.0001468
11.55
0.9461
0.9882
0.7841
SP-3
11.214
0.2499
0.0001119
11.462
0.254
0.0001736
10.78
0.9784
0.9839
0.6446
SB-1
11.60
0.2399
0.0001063
11.93
0.243
0.0001610
10.94
0.9723
0.9872
0.6602
SB-2
12.168
0.2799
0.0001660
12.19
0.283
0.0001699
10.96
0.9982
0.9890
0.9770
SB-3
11.420
0.2699
0.0001615
11.43
0.271
0.0001666
10.59
0.9991
0.9959
0.9694
“M”
M-0
11.820
0.2399
0.0001064
11.833
0.241
0.0001258
11.36
0.9989
0.9954
0.8458
MP-1
11.906
0.2299
0.0001020
12.08
0.230
0.0001431
11.93
0.9856
0.9996
0.7128
MP-2
12.684
0.2499
0.0001108
12.804
0.250
0.0001838
11.94
0.9906
0.9996
0.6028
MP-3
10.474
0.2399
0.0001108
11.06
0.243
0.0001737
11.14
0.8882
0.9461
0.9505
MB-1
12.268
0.2599
0.0001152
12.31
0.260
0.0001549
11.33
0.9966
0.9996
0.7437
MB-2
14.11
0.2899
0.0001816
14.134
0.292
0.0001831
11.35
0.9983
0.9928
0.9918
MB-3
14.326
0.2999
0.0001329
14.557
0.300
0.0001528
10.95
0.9841
0.9997
0.8698
Note. Experimental results of the beams are borrowed from [14], and mathematical model results are borrowed from Table 5.The comparison of load-deflection curves and strain profile, obtained from the ATENA 3D program as a result of finite element analysis, with the experimental results is shown and discussed in the forthcoming section.


### 9.1. Comparison of the Load-Deflection Curves and Tensile Strain

Figure8 shows the comparison of the simulated versus experimental load-deflection curves for the specimens of series “P” (plain concrete). Figures 9 and 10 show the comparison of the simulated versus experimental load-deflection curves for the specimens of series “S” (silica fume concrete) and series “M” (metakaolin concrete).Figure 8
Experimental versus simulation load-deflection curve for series “P.” (a) Beam “P-0” (without fibres). (b) Beam “PP-1” (1% PVA fibres). (c) Beam “PB-1” (1% basalt fibres). (d) Beam “PP-2” (2% PVA fibres). (e) Beam “PB-2” (2% basalt fibres). (f) Beam “PP-3” (3% PVA fibres). (g) Beam “PB-3” (3% basalt fibres).
(a)
(b)
(c)
(d)
(e)
(f)
(g)Figure 9
Experimental versus simulation load-deflection curve for series “S.” (a) Beam “S-0” (without fibres). (b) Beam “SP-1” (1% PVA fibres). (c) Beam “SB-1” (1% basalt fibres). (d) Beam “SP-2” (2% PVA fibres). (e) Beam “SB-2” (2% basalt fibres). (f) Beam “SP-3” (3% PVA fibres). (g) Beam “SB-3” (3% basalt fibres).
(a)
(b)
(c)
(d)
(e)
(f)
(g)Figure 10
Experimental versus simulation load-deflection curve for series “M.” (a) Beam “S-0” (without fibres). (b) Beam “SP-1” (1% PVA fibres). (c) Beam “SB-1” (1% basalt fibres). (d) Beam “SP-2” (2% PVA fibres). (e) Beam “SB-2” (2% basalt fibres). (f) Beam “SP-3” (3% PVA fibres). (g) Beam “SB-3” (3% basalt fibres).
(a)
(b)
(c)
(d)
(e)
(f)
(g)The goodness of fit of the load-deflection curves shown in Figures8–10 of the tested beams of series “P,” series “S,” and series “M” containing PVA and basalt fibres was determined by calculating the root mean square “RMS” error and absolute fraction of variance “V” manually, which showed that load-deflection responses and strain results obtained as a result of FEA are not only closed but also represent the experimental load-deflection response and strain results. The procedure for calculating “RMS” and “V” manually was followed from Khan et al. [28].


## 9.1. Comparison of the Load-Deflection Curves and Tensile Strain

Figure8 shows the comparison of the simulated versus experimental load-deflection curves for the specimens of series “P” (plain concrete). Figures 9 and 10 show the comparison of the simulated versus experimental load-deflection curves for the specimens of series “S” (silica fume concrete) and series “M” (metakaolin concrete).Figure 8
Experimental versus simulation load-deflection curve for series “P.” (a) Beam “P-0” (without fibres). (b) Beam “PP-1” (1% PVA fibres). (c) Beam “PB-1” (1% basalt fibres). (d) Beam “PP-2” (2% PVA fibres). (e) Beam “PB-2” (2% basalt fibres). (f) Beam “PP-3” (3% PVA fibres). (g) Beam “PB-3” (3% basalt fibres).
(a)
(b)
(c)
(d)
(e)
(f)
(g)Figure 9
Experimental versus simulation load-deflection curve for series “S.” (a) Beam “S-0” (without fibres). (b) Beam “SP-1” (1% PVA fibres). (c) Beam “SB-1” (1% basalt fibres). (d) Beam “SP-2” (2% PVA fibres). (e) Beam “SB-2” (2% basalt fibres). (f) Beam “SP-3” (3% PVA fibres). (g) Beam “SB-3” (3% basalt fibres).
(a)
(b)
(c)
(d)
(e)
(f)
(g)Figure 10
Experimental versus simulation load-deflection curve for series “M.” (a) Beam “S-0” (without fibres). (b) Beam “SP-1” (1% PVA fibres). (c) Beam “SB-1” (1% basalt fibres). (d) Beam “SP-2” (2% PVA fibres). (e) Beam “SB-2” (2% basalt fibres). (f) Beam “SP-3” (3% PVA fibres). (g) Beam “SB-3” (3% basalt fibres).
(a)
(b)
(c)
(d)
(e)
(f)
(g)The goodness of fit of the load-deflection curves shown in Figures8–10 of the tested beams of series “P,” series “S,” and series “M” containing PVA and basalt fibres was determined by calculating the root mean square “RMS” error and absolute fraction of variance “V” manually, which showed that load-deflection responses and strain results obtained as a result of FEA are not only closed but also represent the experimental load-deflection response and strain results. The procedure for calculating “RMS” and “V” manually was followed from Khan et al. [28].


## 10. Conclusion

In the present paper, a flexural capacity model based on traditional equivalent rectangular stress block concept for FRC beams reinforced with PVA and basalt fibres is assessed through the experimental results of 21 beams. The model parameters for both compressive and tensile stresses were defined by allowing the conversion of the stress-strain curve models, which were suggested by the authors in earlier studies, into equivalent rectangular stress blocks, similar to Eurocode 2 and ACI 318-08.Furthermore, the successful applicability and suitability of the analytical compressive and tensile stress-strain curve models of PVA and basalt fibre-reinforced concrete have been investigated through FEA approach in 3D nonlinear finite element analysis program ATENA 3D. The results of FEA showed approximately similar stiffness as exhibited by the tested FRC beams reinforced with 0 to 3% of PVA and basalt fibres. The results of the parameters were also close to the one obtained as a result of experimental testing.The comparison of the results of load-deflection curves, strain profiles, and failure modes of FRC beams obtained as a result of finite element results using “ATENA 3D program” showed close agreement with the experimental results.



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*Source: 8060852-2018-03-06.xml*