# ECC Design Based on Uniform Design Test Method and Alternating Conditional Expectation

Authors: Xiaoqin Li; Xiao Yang; Zude Ding; Xi Du; Jincheng Wen
Journal: Mathematical Problems in Engineering
 (2019)

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## Abstract

Engineered cementitious composites (ECC) have higher ultimate tensile strains than normal concrete. The mechanical properties of ECC strongly depend on raw materials and the mix proportions. The uniform design test method and alternating conditional expectation, which is a nonparametric regression analysis method, were used to design the ECC mix proportion. According to the regression analysis, the optimized W/B, S/B, and F/B ranges could be obtained as 0.35–0.42, 0.25–0.3, and 0.02, respectively. The tested proportions for validation were randomly adopted within the range of W/B, S/B, and F/B. The uniaxial compression, tension, and four-point bending tests were conducted to verify the material behaviour of the designed ECC. Results showed that all the specimens had large ultimate tensile strains and high fracture energy capacities, and strain hardening was also observed. The fibers were found to be uniformly distributed in the specimens by using a scanning electron microscope. This paper may provide theoretical and practical guidance for the ECC and other cement-based material mix proportion design.


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## Body

## 1. Introduction

Concrete is widely used in civil engineering. However, concrete is brittle, and its toughness decreases with its increasing strength, which may lead to cracking in structures [1–3]. Engineered cementitious composites (ECC) were developed due to the advantages in toughness and energy absorption capacities. The ultimate tensile strain of ECC is 1–8%, whereas that of normal concrete is only about 0.01%. Moreover, the tensile ductility of ECC is nearly 300 times that of normal concrete [4]. Polyvinyl alcohol (PVA) fiber, which is normally used in ECC [5], is an acid/alkali-resistant material with high elastic modulus, high tensile strength, and low industrial cost. In the current paper, ECC is referred to as PVA-ECC only, and the fiber volume ratio of ECC is 2% or less [6].The mechanical properties of cement-based materials depend on their raw materials. Based on the chosen local materials, the ECC material properties are mainly controlled by mix proportions. The mix proportion design methods, which have already been used in the ECC design, include mixing proportion table method [7], absolute volume method [8], idealized comprehensive test design method, and orthogonal experimental design method [9]. For the mixing proportion table method [7], existing mix proportions of ECC from literatures and their performances, such as the specimen tensile strains, need to be carefully reviewed and listed firstly. Then, one or several mix proportions with better specimen performances can be selected accordingly, and validation tests must be conducted based on the chosen mix proportions. However, the mixing proportion table method is not scientific and rigorous enough as the raw materials are different from the literatures. The absolute volume method [8] is based on the normal concrete mixture design standard [10]. The per cubic meter of concrete mixture is equal to the sum of the absolute volume of each material and the small volume of air. According to the code JGJ 55-2011 [10], the process of absolute volume method is as follows: (1) calculate the water-binder ratio based on the strength of concrete; (2) according to the water-binder ratio and the kinds of mineral admixture (fly ash, silica fume, etc) added, the dosage of mineral admixture can be obtained according to the Table 3.0.5-1 listed in the code; (3) according to the expected slump and the aggregate size, the unit water dosage can be obtained according to Table 5.2.1-2; (4) the dosage of sand based on the sand ratio can be calculated according to Equation 5.5.2 in the code; (5) 1% volume air need to be considered without air-entraining agent; (6) the initial mix proportions can be achieved, and the final mix proportions need to be done after testing and adjusting. Normal concrete mix proportions can be properly designed with this method, but large errors may exist when using this method to design ECC mix proportions due to the differences of the raw materials between normal concrete and ECC. With the idealized comprehensive test design method, a number of tests need to be conducted with different level combinations of every test factors. However, this method for mix proportion design is difficult to be achieved when the numbers of the test factors and levels are over 3. The orthogonal experimental design method [9] is much more widely used in statistical tests and design because of its effective performance in terms of dealing with multifactor experiments and screened optimum levels [11, 12]. However, researchers should have a clear view of the relationships between the objective function and the related factors when performing the test data regression analysis. This relationship must be implicit before the regression analysis [13].The four design methods listed above all have disadvantages for the ECC design. In the current paper, the uniform design test method and the alternating conditional expectations were used for the ECC design based on the local materials in Kunming, Yunnan province, China. The uniform design test method performs more effectively. For instance, ifs is the number of the chosen design factors and q is the number of factor levels, the number of tests required is qs when the idealized comprehensive test design method is used for the ECC design. The number of tests needed is q2, if the orthogonal experimental design method is used, whereas the number of tests required is only q when the uniform design method is chosen. Meanwhile, the alternating conditional expectation analysis used in this paper does not require a predefined explicit relationship between the objective function and the related factors. The analysis only depends on the results of the uniform design tests.


## 2. Uniform Design Test Method and Alternating Conditional Expectation

The uniform design test method was designed by Fang and Wang [14]. This test design method is based on the uniformity of the test points and is an application of the Monte Carlo method. The uniform tables and application tables [15] are used to design and organize the test data. The uniform table is a normalized table, and each table is a matrix with n rows and m columns. The expression of the uniform table is Unqm, where U is the uniform table; n is the number of tests required, which is normally 3–5 times that of the number for the chosen design factors; and q is the number of levels of the factors. Normally, q is equal to n, and m is the number of design factors. According to the number of the chosen design factors (s, s ≤ m), the corresponding application tables [15] are used to determine the chosen uniform table Unns. Deviations are generally used to measure the uniformity of the points in the test domain in selecting the best level combination of uniformity [14]. The most widely used deviation uniformity justification is the centered L2-discrepancy (CD2) [14]. Equation (1) is used to map the n × s elements uij in the chosen uniform table Unns to (0, 1), thus forming the relevant mapping table.(1)xij=2uij−12n,where i = 1, 2, … , s and j = 1, 2, … , n. The deviation CD2 of the chosen uniform table Unns is given as follows:(2)CD2P=1312s−21−sn∑k=1n∏i=1s2+xki−12−xki−122+1n2∑k=1n∑l=1n∏i=1s1+12xki−12+12xli−12−12xki−xli1/2.For the uniform tests with thes factors, the first step in the design process is to determine the variation range of each factor in the test, which is referred as Ximin,Ximax (i = 1, 2, … , s), where Xi min and Xi max are the minimum and maximum values of the ith factor, respectively. The test design table can be obtained using the following equation:(3)Xij=Ximin+j−1n−1Ximax−Ximin,where i = 1, 2, … , s, which are the factor sequence numbers; j = 1, 2, … , n are the level sequence numbers; and Xij is the jth level value of the ith factor. The uniform table and the column number in the application table are selected according to the number of factors and levels to generate the combinative table Xxij, which is a matrix with n rows and s columns. Thereafter, the test result table Yyij can be obtained, which is a matrix with n rows and 1 column according to the corresponding test results. Finally, the chosen regression analysis, such as alternating conditional expectations, is applied to find relationships between Xxij and Yyij.Based onXxij and Yyij, the alternating conditional expectation regression analysis [16] which is a nonparametric regression analysis can be applied. Compared with the parametric regression analysis, the derived function does not depend on the predefined function type but only depends on the test data and their sample size with the nonparametric regression analysis [17, 18]. The function could be in various types, which provides more general conclusions rather than parametric regression analysis [19, 20]. Nonparametric regression analysis should be used when the relationship between the test factors and results is not clear. The alternating conditional expectations aim to fit the data in an additive, nonlinear model in the form of equation (4):(4)θA=φ1x1+φ2x2+⋯+φsxs+δ,where A is the dependent variable, xi is the regression variable, θ, φ1, … , φs are the smooth and nonlinear transformations of the data, and δ is a random residual. Nonlinear transformations are mostly used in alternating conditional expectations to maximize the correlation between θA and φ1x1+⋯+φsxs based on the data feature of the combinative table Xxij and test result table Yyij. Using the transformation of the best-fitting additive model can converge the regression function Axij with the optimal solution. Meanwhile, the stability and symmetry of the random error ɛi can be satisfied. The target function can be determined by using the following equation:(5)A=θ−1φ1x1+φ2x2+⋯+φsxs+δ2,where θ−1⋅ is the inverse function of θ. S-Plus [21] can provide the alternating conditional expectation regression process. Only a specific command is required to invoke the calculation to obtain the results, including the transformation data set with the maximal correlation for the combinative table Xxij and the test result table Yyij. Accordingly, the relationship between θA and φ1x1,φ2x2,…,φsxs can be determined via interpolation algorithm with the following equation:(6)φixi=interpxi,Xij,Xi,i=1,2,…,s,where φixi is a nonlinear transformation correlation between the combinative table Xxij and the test target A; xi is the test vector of each factor; Xij is the maximum correlation transform data of the combinative table Xxij; and Xi is the test factor. θA is given by the following equation:(7)θA=∑i=1sφiXi.The test target is given using the following equation:(8)A=interpAt,yi,θA,where yi is the test result vector of the target and At is the transformed data of the test result Yyij. Based on the above calculations, a developed interpolation algorithm program in MATLAB can be implemented to complete the construction of the target function relationship.


## 3. ECC Design Based on the Uniform Design Test Method and the Alternating Conditional Expectation

### 3.1. Raw Materials

Local materials from Kunming, Yunnan province, China were used as the raw materials for the ECC design, including the P.O 42.5 cement, class F fly ash, and quartz sand. The material properties of the cement and fly ash are listed in Tables1 and 2. The quartz sand with a grain size between 0.2 mm and 0.4 mm was used as fine aggregates. The PVA fiber produced in Japan was used, and its material properties are listed in Table 3. The water-reducing admixture is polycarboxylate superplasticizer, and its water-reducing rate is 20%. The water-reducing admixture is not set as the design factor. Therefore, the dosage of the water-reducing admixture is based on the sump test of ECC, which is case dependent. The final water-reducing admixture to cement mass ratios are between 0-–0.022.Table 1
Material properties of cement.
Curing time
Compressive strength (MPa)
Bending strength (MPa)
7 d
18.9
4.2
28 d
45.3
7.6Table 2
Material properties of fly ash.
45μm Sieve residue (%)
Water demand ratio
LOI (%)
SO3 (%)
Water content (%)
11.2
90
4.5
2.5
0.8Table 3
Material properties of PVA fiber.
Diameter (μm)
Length (mm)
Density (g·cm−3)
Tensile strength (MPa)
Elastic modulus (GPa)
Elongation (%)
39
12
1.3
1620
42.8
7


### 3.2. ECC Mix Proportion Uniform Test Design

The target of the ECC mix proportion design is to obtain the ECC mixture with a high ultimate tensile strain and large fracture energy at a certain strength. Based on former engineering experience [7, 13, 22–35], the water-to-binder ratio mainly affects the strength of the cement matrix; the fiber mainly affects the ultimate tensile strain capacity and the fracture energy of ECC; the quartz sand which was used as filler mainly affects the mixing process because sand could improve the fluidity of cement-based materials including ECC; and the water-reducing admixture mainly affects the compactness, fluidity, and workability of the cement matrix. Accordingly, fiber/cement mass ratio and water-to-binder ratios were determined as the main factors for the ECC design. The water-to-binder ratio involves two variables, including the fly ash/cement mass ratio and the water/cement mass ratio. Therefore, cement was used as the benchmark component for the tests. Fly ash/cement mass ratio, water-cement mass ratio, and fiber/cement mass ratio were finally determined as the three main factors, while the quartz sand and water-reducing admixture were chosen as two minor factors. The ranges of the main factors were determined according to statistics based on existing work on ECC [7, 13, 22–35]. According to the existing data base [7, 13, 22–35], the range of the fly ash/cement mass ratio is from 0.11 to 3.00, the water-cement ratio is from 0.42 to 1.2, and the fiber/mortar volume ratio Vf is 0–2%. Using the fiber/cement mass ratio Rfc is more convenient than the volume ratio for data analysis. Therefore, the fiber mass Mf was used to replace the fiber/mortar volume ratio Vf according to the following equation:(9)Mf=MmDm×Vf×Df,where Mm is the mass of the mortar (kg); Dm is the density of the mortar, which is supposed to be 1900 kg/m3 [36]; and Df is the density of the fiber, which is 1.3 g/cm3. The fiber/cement mass ratio Rfc was obtained with the following equation:(10)Rfc=MfMc,where Mc is the mass of the cement. The two minor factors are adjusted during the test based on specific test conditions.Considering both empirical cost and accuracy, each main factor was divided into 10 levels.U10∗108 (D = 0.1681) uniform table (Table 4) and the application table (Table 5) (Fang [15]) were selected based on the number of tests, levels, and small deviance. Because the number of factors is three, according to the application Table 5, columns 1, 5, and 6 of the uniform Table 4, representing fly ash/cement mass ratio, water-cement ratio, and fiber/cement mass ratio, were used in the test design. The data in Table 4 were mapped to (0, 1) by using equation (1), and the results are listed in Table 6.Table 4
Uniform tableU10∗108.
1
2
3
4
5
6
7
8
1
1
2
3
4
5
7
9
10
2
2
4
6
8
10
3
7
9
3
3
6
9
1
4
10
5
8
4
4
8
1
5
9
6
3
7
5
5
10
4
9
3
2
1
6
6
6
1
7
2
8
9
10
5
7
7
3
10
6
2
5
8
4
8
8
5
2
10
7
1
6
3
9
9
7
5
3
1
8
4
2
10
10
9
8
7
6
4
2
1Table 5
Application form forU10∗108.
The number of factors
Column number
D
2
1 6
0.1125
3
1 5 6
0.1681
4
1 3 4 5
0.2236
5
1 3 4 5 7
0.2414
6
1 2 3 5 6
0.2994Table 6
Mapping table.
1
2
3
4
5
6
7
8
1
0.05
0.15
0.25
0.35
0.45
0.65
0.85
0.95
2
0.15
0.35
0.55
0.75
0.95
0.25
0.65
0.85
3
0.25
0.55
0.85
0.05
0.35
0.95
0.45
0.75
4
0.35
0.75
0.05
0.45
0.85
0.55
0.25
0.65
5
0.45
0.95
0.35
0.85
0.25
0.15
0.05
0.55
6
0.55
0.05
0.65
0.15
0.75
0.85
0.95
0.45
7
0.65
0.25
0.95
0.55
0.15
0.45
0.75
0.35
8
0.75
0.45
0.15
0.95
0.65
0.05
0.55
0.25
9
0.85
0.65
0.45
0.25
0.05
0.75
0.35
0.15
10
0.95
0.85
0.75
0.65
0.55
0.35
0.15
0.05Based on equation (2), the uniformity of the mapping table can be evaluated. The value of deviation CD2 was 0.096 for the chosen tables, which was smaller than the deviance of U10∗108, which was 0.1681. This indicated that the chosen uniform table had good uniformity. The uniform-designed ECC mix proportions could be obtained using equation (3) and listed in Table 7, and the tests were performed accordingly. Results were briefly presented in the remark column.Table 7
ECC mix proportion uniform design table (mass ratios).
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
Remarks
1
1.0
0.110
0.767
0.022
1.0
0.012
Failure, too much water, unworkable
2
1.0
0.431
1.200
0.008
1.4
0.001
Failure, too much water, unworkable
3
1.0
0.752
0.680
0.04
0.6
0.013
Success
4
1.0
1.073
1.113
0.036
1.6
0.001
Success
5
1.0
1.394
0.593
0.005
0.6
0.015
Success
6
1.0
1.716
1.027
0.055
0.7
0.001
Success
7
1.0
2.037
0.507
0.029
0.3
0.036
Failure, insufficient water, unworkable
8
1.0
2.358
0.940
0.00
1.0
0.016
Success
9
1.0
2.679
0.420
0.059
0.2
0.04
Failure, insufficient water, unworkable
10
1.0
3.000
0.853
0.031
0.4
0.04
Failure, insufficient water, unworkableSix mix proportions listed in Table7 could not be mixed and stirred properly. Therefore, the fifth column data in the uniform table (Table 4), which correspond to the water-cement ratio (w/c) in the fourth column in Table 7, were designed to be replaced according to the workability of the mixtures. By supposing Ai,5 stands for the data of row i and column 5 in the uniform table U10∗108, the proper replacement operation was A1,5 ⟶ A9,5, A2,5 ⟶ A7,5, A7,5 ⟶ A1,5, A9,5 ⟶ A10,5, and A10,5 ⟶ A2,5. The adjusted uniform table is presented in Table 8. The data are mapped in Table 8 to (0, 1) by using equation (1), and the results are listed in Table 9.Table 8
Adjusted uniform tableU10∗108.
1
2
3
4
5
6
7
8
1
1
7
3
4
1
7
9
10
2
2
3
6
8
2
3
7
9
3
3
6
9
1
4
10
5
8
4
4
8
1
5
9
6
3
7
5
5
10
4
9
3
2
1
6
6
6
1
7
2
8
9
10
5
7
7
2
10
6
5
5
8
4
8
8
5
2
10
7
1
6
3
9
9
4
5
3
6
8
4
2
10
10
9
8
7
10
4
2
1Table 9
Adjusted mapping table.
1
2
3
4
5
6
7
8
1
0.05
0.15
0.25
0.35
0.05
0.65
0.85
0.95
2
0.15
0.35
0.55
0.75
0.15
0.25
0.65
0.85
3
0.25
0.55
0.85
0.05
0.35
0.95
0.45
0.75
4
0.35
0.75
0.05
0.45
0.85
0.55
0.25
0.65
5
0.45
0.95
0.35
0.85
0.25
0.15
0.05
0.55
6
0.55
0.05
0.65
0.15
0.75
0.85
0.95
0.45
7
0.65
0.25
0.95
0.55
0.45
0.45
0.75
0.35
8
0.75
0.45
0.15
0.95
0.65
0.05
0.55
0.25
9
0.85
0.65
0.45
0.25
0.55
0.75
0.35
0.15
10
0.95
0.85
0.75
0.65
0.95
0.35
0.15
0.05Based on equation (2), the uniformity of the adjusted mapping table (Table 9) was re-evaluated, and the value of the deviation CD2 is 0.1141 (0.1141 < 0.1681), which means that the adjusted uniform table still had good uniformity. Equation (3) was used again to obtain the adjusted uniform designed ECC mix proportions, which is listed in Table 10. The test results indicated that all the mix proportions can be successfully processed. In Table 10, W/B is the water/binder mass ratio, S/B is the sand/binder mass ratio, F/B is the fiber/binder mass ratio, and H/B is the ratio of the water-reducing admixture to the cementitious materials.Table 10
Adjusted uniform design table for ECC mix proportion design (mass ratio).
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
W/B
S/B
F/B
H/B
1
1.0
0.11
0.42
0.0224
1
0.012
0.378
0.901
0.020
0.0108
2
1.0
0.43
0.51
0.0075
0.8
0.009
0.357
0.559
0.0052
0.0063
3
1.0
0.75
0.68
0.041
0.6
0.001
0.389
0.343
0.0234
0.0006
4
1.0
1.07
1.11
0.0358
1.6
0.001
0.536
0.773
0.0173
0.0005
5
1.0
1.39
0.59
0.0049
0.6
0.015
0.247
0.251
0.0021
0.0063
6
1.0
1.72
1.03
0.0551
0.7
0.001
0.379
0.257
0.0203
0.0004
7
1.0
2.04
0.77
0.0289
0.9
0.014
0.253
0.296
0.0095
0.0046
8
1.0
2.36
0.94
0.0000
1
0.016
0.279
0.298
0
0.0048
9
1.0
2.68
0.85
0.0586
0.8
0.04
0.231
0.217
0.0159
0.0109
10
1.0
3.00
1.20
0.0305
1.2
0.014
0.300
0.300
0.0076
0.0035The ECC mixing process is as follows: (1) the cement, fly ash, quartz sand, fibers, water, and water-reducing admixture were weighed and prepared separately; (2) the cement, fly ash, and quartz sand were mixed as the dry mix and stirred for 5–8 minutes in cement mortar mixer; (3) the water-reducing admixture was added into the water and stirred for 3–5 minutes; (4) the liquid was poured into the dry mix, and the wet mix was stirred for about 10 minutes to ensure that the cement matrix was mixed uniformly; (5) the fibers were uniformly sprinkled into the wet cement matrix as the stirring mill working at a low speed (about 140 rpm); (6) the final mixing process was kept at a low speed for 2–3 minutes at first, and then at a high speed (about 285 rpm) for 4–6 minutes, and finally at low speed stirring for 2–3 minutes to ensure that the fibers were uniformly distributed in the cement matrix without agglomeration; (7) the stirred ECC mixture was poured into the mold and smoothed with a spatula. The specimen was vibrated on the shaking table for 1 minute to keep the compactness. The surface of the specimen was smeared with a spatula, and the specimens were stored in the laboratory at normal temperature (about 20°C) and humidity (about 65% rh) for 24 hours. After mold stripping, the specimens were stored in the standard curing room for 28 days.


### 3.3. Uniform Design Specimen Tests

#### 3.3.1. Uniaxial Compression Tests

In uniaxial compression tests, the dimension of the specimens is 100 mm × 100 mm × 100 mm. The tests were carried out in a 1000 kN capacity hydraulic servo universal testing machine using linear variable differential transformers (LVDTs) to measure the uniaxial deformation on both sides, as shown in Figure1. Displacement control mode was adopted as the loading method during the tests, and the loading rate was controlled at 1.5 mm/min. The reaction force at the top of the specimen was read by the machine. Results showed that the ECC specimens maintained their integrity and exhibited a ductile failure under compression (Figure 2). Figure 3 presents the compressive engineering stress-strain curves for the No. 2 and No. 8 mix proportion specimens, which have a fiber/cement mass ratio of 0.0551 and 0, respectively. Adding PVA fibers can enhance compressive strength and the compressive fracture energy of ECC by controlling cracks.Figure 1
ECC uniaxial compression test.Figure 2
Failure mode of the ECC uniaxial compression test specimen.Figure 3
ECC and cement compressive stress-strain curves.


#### 3.3.2. Uniaxial Tension Tests

Dumbbell-shaped specimens were prepared as shown in Figure4 to test the tensile stress-strain behavior of the ECC.Figure 4
The dumbbell-shaped ECC specimen and the uniaxial tension clamp (Unit: mm).The tensile specimens were tested under displacement control at a loading rate of 0.15 mm/min on a 10 kN capacity electro-mechanical universal testing machine with two ends pin-ended as shown in Figures4 and 5. An extensometer with 5 mm measurement range and 0.025 mm resolution was used to detect the tensile deformation of the tested section. The both ends of the extensometer were fixed exactly at the upper and lower boundary of the tested section shown in Figures 4 and 5. The tensile force was measured by the load cell. The tested engineering stress-strain curves of No. 6 and No. 8 specimens are presented in Figure 6, which indicates that adding PVA fibers effectively increased the ultimate tensile strain and the toughness of the specimens. The high tensile ductility and multiple cracking of ECC are due to the synergy effect of the matrix, fibers, and fiber-matrix interface under tension [37, 38]. The PVA fibers were randomly distributed in the matrix. Before cracking, the fibers could inhibit the production of cracks and improve the compactness of the matrix. After cracking, the matrix transferred stress to the fibers at the crack, and then fibers transferred stress to the uncracked matrix leading stress redistributions, which might involve multiple cracking and improve the ductility of ECC.Figure 5
ECC uniaxial tension test.Figure 6
ECC and cement tensile stress-strain curves.


#### 3.3.3. Uniform Design Test Results

The uniaxial tensile strengthft (MPa), ultimate tensile strain ɛcu, fracture energy GFI (N/m), and uniaxial compressive strength fc (MPa) of the mix proportions listed in Table 10 were tested and presented in Table 11. PVA fibers showed a great improvement for ultimate tensile strain ɛcu, and fracture energy GFI compared with the cement matrix without fibers.Table 11
Test results for adjusted uniform designed ECC mix proportions.
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
f
t (MPa)
ɛ
cu (%)
G
F (N·m−1)
f
c (MPa)
1
1
0.11
0.42
0.0224
1
0.012
2.3
1.9
1087.15
49.67
2
1
0.43
0.51
0.0075
0.8
0.009
4.2
0.6
648.84
54.33
3
1
0.75
0.68
0.041
0.6
0.013
4.4
2.2
1936.85
31.33
4
1
1.07
1.11
0.0358
1.6
0.001
2.5
2
826.84
23.73
5
1
1.39
0.59
0.0049
0.6
0.015
5.5
0.24
309.21
68.67
6
1
1.72
1.03
0.0551
0.7
0.001
3.4
2.4
2234.01
30.33
7
1
2.04
0.77
0.0289
0.9
0.014
2.9
0.4
234.08
48.00
8
1
2.36
0.94
0.0000
1
0.016
4.4
0.01
47.69
32.00
9
1
2.68
0.85
0.0586
0.8
0.022
2.5
1.8
1414.03
48.33
10
1
3.00
1.20
0.0305
1.2
0.014
1.4
1.5
880.46
33.67


### 3.4. Alternating Conditional Expectation Analysis

The alternating conditional expectation analysis was used for the regression analysis based on the test data and results listed in Table11 to obtain the optimized ECC mix proportion with large ultimate tensile strain ɛcu and fracture energy GFI (N/m). The regression parameters were W/B, F/B, and S/B, which were determined due to the interaction between the test factors. With the alternating conditional expectation analysis, the derived alternating conditional expectation analysis fitting coefficients of ɛcu-max and GFmaxI were 0.92 and 0.98, respectively, which were close to 1.0. These values reflect that the fitting coefficients of the two optimal targets ɛcu-max and GFmaxI were high enough. However, the fitting coefficient of fc was only 0.62, which means that fc cannot be set as an optimal target based on the designed uniform test data. In Table 12, the selected regression parameters x1, x2, and x3 stand for W/B, F/B, and S/B, respectively. The regression targets y1 and y2 stand for the optimal targets ɛcu and GFI, separately.Table 12
Input parameters for regression analysis.
No.
x
1
x
2
x
3
y
1 (%)
y
2
1
0.378
0.020
0.901
1.9
1087.15
2
0.357
0.0052
0.559
0.6
648.84
3
0.389
0.0234
0.343
2.2
1936.85
4
0.536
0.0173
0.773
2
920.62
5
0.247
0.0021
0.251
0.24
309.21
6
0.379
0.0203
0.257
2.4
2234.01
7
0.253
0.0095
0.296
0.4
234.08
8
0.279
0.0000
0.298
0.01
47.69
9
0.231
0.0159
0.217
1.8
1414.03
10
0.300
0.0076
0.300
1.5
880.46The alternating conditional expectation command in the S-PLUS was used to obtain the mapping relationships between the regression parameters (x1, x2, x3) and the maximal correlation data (X1t, X2t, X3t) for regression targets y1 and y2. The transformation correlation between x1 and X1t, x2 and X2t, and x3 and X3t represented the transformation correlations of ɛcu, GFI, and the regression parameters. The results were summarized into figures as shown in Figure 7. The analysis results indicated that increasing W/B and F/B could increase the ECC ultimate tensile strain ɛcu. Decreasing S/B would increase the ECC ultimate tensile strain ɛcu. The fracture energy GFI of ECC could increase as the W/B increased, but when the W/B was over 0.45, GFI showed a downward trend as W/B increased. The fracture energy GFI of ECC can be increased by decreasing S/B or increasing F/B. The porosity of the ECC matrix could be increased as the water-binder ratio W/B increasing, inducing the reduction of the cementation between fiber and matrix. This may cause ECC strength reduction when the water-binder ratio W/B is over 0.45. Meanwhile, the elasticity modulus of ECC may also reduce due to the increasing porosity when the water-binder ratio W/B is over 0.45. Therefore, though the ultimate tensile strain ɛcu in Figure 7(a) keeps increasing, the fracture energy GFI in Figure 7(b) which is related to the area under the stress-strain curve may decrease when the water-binder ratio W/B is over 0.45.Figure 7
Transformation correlation: (a) mapping relationships for regression targety1 (ultimate tensile strain ɛcu); (b) mapping relationships for regression target y2 (fracture energy GFI).
(a)
(b)Based on the optimal targets (ɛcu-max and GFmaxI) and the constraint conditions, the range of the regression parameters (W/B, F/B, and S/B) were selected via an interpolation algorithm program (MATLAB). 100,000 independent random sampling calculations were carried out, and the maximum value of the regression target (y1 or y2) and its corresponding series of regression parameters (x1, x2, x3) were chosen. Sampling and selection were repeated for 15 times for either of the regression target (y1 or y2). The sampling results were summarized into trend figures as shown in Figures 8 and 9. According to the dispersion of the data points in the figures and the analysis of sampling results, the optimized mix proportion of ECC can be obtained by selecting the intersection of each regression parameter shown in Table 13.Figure 8
Sampling results for regression targety1 (ultimate tensile strain ɛcu).Figure 9
Sampling results for regression targety2 (fracture energy GFI).Table 13
Range of ECC optimized mix proportions (mass ratio).
Target
W/B
S/B
F/B
ɛ
cu
0.35∼0.5
0.25∼0.3
0.02
G
F
0.3∼0.42
0.2∼0.3
0.02
ɛ
cu and GF
0.35∼0.42
0.25∼0.3
0.02


## 3.1. Raw Materials

Local materials from Kunming, Yunnan province, China were used as the raw materials for the ECC design, including the P.O 42.5 cement, class F fly ash, and quartz sand. The material properties of the cement and fly ash are listed in Tables1 and 2. The quartz sand with a grain size between 0.2 mm and 0.4 mm was used as fine aggregates. The PVA fiber produced in Japan was used, and its material properties are listed in Table 3. The water-reducing admixture is polycarboxylate superplasticizer, and its water-reducing rate is 20%. The water-reducing admixture is not set as the design factor. Therefore, the dosage of the water-reducing admixture is based on the sump test of ECC, which is case dependent. The final water-reducing admixture to cement mass ratios are between 0-–0.022.Table 1
Material properties of cement.
Curing time
Compressive strength (MPa)
Bending strength (MPa)
7 d
18.9
4.2
28 d
45.3
7.6Table 2
Material properties of fly ash.
45μm Sieve residue (%)
Water demand ratio
LOI (%)
SO3 (%)
Water content (%)
11.2
90
4.5
2.5
0.8Table 3
Material properties of PVA fiber.
Diameter (μm)
Length (mm)
Density (g·cm−3)
Tensile strength (MPa)
Elastic modulus (GPa)
Elongation (%)
39
12
1.3
1620
42.8
7


## 3.2. ECC Mix Proportion Uniform Test Design

The target of the ECC mix proportion design is to obtain the ECC mixture with a high ultimate tensile strain and large fracture energy at a certain strength. Based on former engineering experience [7, 13, 22–35], the water-to-binder ratio mainly affects the strength of the cement matrix; the fiber mainly affects the ultimate tensile strain capacity and the fracture energy of ECC; the quartz sand which was used as filler mainly affects the mixing process because sand could improve the fluidity of cement-based materials including ECC; and the water-reducing admixture mainly affects the compactness, fluidity, and workability of the cement matrix. Accordingly, fiber/cement mass ratio and water-to-binder ratios were determined as the main factors for the ECC design. The water-to-binder ratio involves two variables, including the fly ash/cement mass ratio and the water/cement mass ratio. Therefore, cement was used as the benchmark component for the tests. Fly ash/cement mass ratio, water-cement mass ratio, and fiber/cement mass ratio were finally determined as the three main factors, while the quartz sand and water-reducing admixture were chosen as two minor factors. The ranges of the main factors were determined according to statistics based on existing work on ECC [7, 13, 22–35]. According to the existing data base [7, 13, 22–35], the range of the fly ash/cement mass ratio is from 0.11 to 3.00, the water-cement ratio is from 0.42 to 1.2, and the fiber/mortar volume ratio Vf is 0–2%. Using the fiber/cement mass ratio Rfc is more convenient than the volume ratio for data analysis. Therefore, the fiber mass Mf was used to replace the fiber/mortar volume ratio Vf according to the following equation:(9)Mf=MmDm×Vf×Df,where Mm is the mass of the mortar (kg); Dm is the density of the mortar, which is supposed to be 1900 kg/m3 [36]; and Df is the density of the fiber, which is 1.3 g/cm3. The fiber/cement mass ratio Rfc was obtained with the following equation:(10)Rfc=MfMc,where Mc is the mass of the cement. The two minor factors are adjusted during the test based on specific test conditions.Considering both empirical cost and accuracy, each main factor was divided into 10 levels.U10∗108 (D = 0.1681) uniform table (Table 4) and the application table (Table 5) (Fang [15]) were selected based on the number of tests, levels, and small deviance. Because the number of factors is three, according to the application Table 5, columns 1, 5, and 6 of the uniform Table 4, representing fly ash/cement mass ratio, water-cement ratio, and fiber/cement mass ratio, were used in the test design. The data in Table 4 were mapped to (0, 1) by using equation (1), and the results are listed in Table 6.Table 4
Uniform tableU10∗108.
1
2
3
4
5
6
7
8
1
1
2
3
4
5
7
9
10
2
2
4
6
8
10
3
7
9
3
3
6
9
1
4
10
5
8
4
4
8
1
5
9
6
3
7
5
5
10
4
9
3
2
1
6
6
6
1
7
2
8
9
10
5
7
7
3
10
6
2
5
8
4
8
8
5
2
10
7
1
6
3
9
9
7
5
3
1
8
4
2
10
10
9
8
7
6
4
2
1Table 5
Application form forU10∗108.
The number of factors
Column number
D
2
1 6
0.1125
3
1 5 6
0.1681
4
1 3 4 5
0.2236
5
1 3 4 5 7
0.2414
6
1 2 3 5 6
0.2994Table 6
Mapping table.
1
2
3
4
5
6
7
8
1
0.05
0.15
0.25
0.35
0.45
0.65
0.85
0.95
2
0.15
0.35
0.55
0.75
0.95
0.25
0.65
0.85
3
0.25
0.55
0.85
0.05
0.35
0.95
0.45
0.75
4
0.35
0.75
0.05
0.45
0.85
0.55
0.25
0.65
5
0.45
0.95
0.35
0.85
0.25
0.15
0.05
0.55
6
0.55
0.05
0.65
0.15
0.75
0.85
0.95
0.45
7
0.65
0.25
0.95
0.55
0.15
0.45
0.75
0.35
8
0.75
0.45
0.15
0.95
0.65
0.05
0.55
0.25
9
0.85
0.65
0.45
0.25
0.05
0.75
0.35
0.15
10
0.95
0.85
0.75
0.65
0.55
0.35
0.15
0.05Based on equation (2), the uniformity of the mapping table can be evaluated. The value of deviation CD2 was 0.096 for the chosen tables, which was smaller than the deviance of U10∗108, which was 0.1681. This indicated that the chosen uniform table had good uniformity. The uniform-designed ECC mix proportions could be obtained using equation (3) and listed in Table 7, and the tests were performed accordingly. Results were briefly presented in the remark column.Table 7
ECC mix proportion uniform design table (mass ratios).
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
Remarks
1
1.0
0.110
0.767
0.022
1.0
0.012
Failure, too much water, unworkable
2
1.0
0.431
1.200
0.008
1.4
0.001
Failure, too much water, unworkable
3
1.0
0.752
0.680
0.04
0.6
0.013
Success
4
1.0
1.073
1.113
0.036
1.6
0.001
Success
5
1.0
1.394
0.593
0.005
0.6
0.015
Success
6
1.0
1.716
1.027
0.055
0.7
0.001
Success
7
1.0
2.037
0.507
0.029
0.3
0.036
Failure, insufficient water, unworkable
8
1.0
2.358
0.940
0.00
1.0
0.016
Success
9
1.0
2.679
0.420
0.059
0.2
0.04
Failure, insufficient water, unworkable
10
1.0
3.000
0.853
0.031
0.4
0.04
Failure, insufficient water, unworkableSix mix proportions listed in Table7 could not be mixed and stirred properly. Therefore, the fifth column data in the uniform table (Table 4), which correspond to the water-cement ratio (w/c) in the fourth column in Table 7, were designed to be replaced according to the workability of the mixtures. By supposing Ai,5 stands for the data of row i and column 5 in the uniform table U10∗108, the proper replacement operation was A1,5 ⟶ A9,5, A2,5 ⟶ A7,5, A7,5 ⟶ A1,5, A9,5 ⟶ A10,5, and A10,5 ⟶ A2,5. The adjusted uniform table is presented in Table 8. The data are mapped in Table 8 to (0, 1) by using equation (1), and the results are listed in Table 9.Table 8
Adjusted uniform tableU10∗108.
1
2
3
4
5
6
7
8
1
1
7
3
4
1
7
9
10
2
2
3
6
8
2
3
7
9
3
3
6
9
1
4
10
5
8
4
4
8
1
5
9
6
3
7
5
5
10
4
9
3
2
1
6
6
6
1
7
2
8
9
10
5
7
7
2
10
6
5
5
8
4
8
8
5
2
10
7
1
6
3
9
9
4
5
3
6
8
4
2
10
10
9
8
7
10
4
2
1Table 9
Adjusted mapping table.
1
2
3
4
5
6
7
8
1
0.05
0.15
0.25
0.35
0.05
0.65
0.85
0.95
2
0.15
0.35
0.55
0.75
0.15
0.25
0.65
0.85
3
0.25
0.55
0.85
0.05
0.35
0.95
0.45
0.75
4
0.35
0.75
0.05
0.45
0.85
0.55
0.25
0.65
5
0.45
0.95
0.35
0.85
0.25
0.15
0.05
0.55
6
0.55
0.05
0.65
0.15
0.75
0.85
0.95
0.45
7
0.65
0.25
0.95
0.55
0.45
0.45
0.75
0.35
8
0.75
0.45
0.15
0.95
0.65
0.05
0.55
0.25
9
0.85
0.65
0.45
0.25
0.55
0.75
0.35
0.15
10
0.95
0.85
0.75
0.65
0.95
0.35
0.15
0.05Based on equation (2), the uniformity of the adjusted mapping table (Table 9) was re-evaluated, and the value of the deviation CD2 is 0.1141 (0.1141 < 0.1681), which means that the adjusted uniform table still had good uniformity. Equation (3) was used again to obtain the adjusted uniform designed ECC mix proportions, which is listed in Table 10. The test results indicated that all the mix proportions can be successfully processed. In Table 10, W/B is the water/binder mass ratio, S/B is the sand/binder mass ratio, F/B is the fiber/binder mass ratio, and H/B is the ratio of the water-reducing admixture to the cementitious materials.Table 10
Adjusted uniform design table for ECC mix proportion design (mass ratio).
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
W/B
S/B
F/B
H/B
1
1.0
0.11
0.42
0.0224
1
0.012
0.378
0.901
0.020
0.0108
2
1.0
0.43
0.51
0.0075
0.8
0.009
0.357
0.559
0.0052
0.0063
3
1.0
0.75
0.68
0.041
0.6
0.001
0.389
0.343
0.0234
0.0006
4
1.0
1.07
1.11
0.0358
1.6
0.001
0.536
0.773
0.0173
0.0005
5
1.0
1.39
0.59
0.0049
0.6
0.015
0.247
0.251
0.0021
0.0063
6
1.0
1.72
1.03
0.0551
0.7
0.001
0.379
0.257
0.0203
0.0004
7
1.0
2.04
0.77
0.0289
0.9
0.014
0.253
0.296
0.0095
0.0046
8
1.0
2.36
0.94
0.0000
1
0.016
0.279
0.298
0
0.0048
9
1.0
2.68
0.85
0.0586
0.8
0.04
0.231
0.217
0.0159
0.0109
10
1.0
3.00
1.20
0.0305
1.2
0.014
0.300
0.300
0.0076
0.0035The ECC mixing process is as follows: (1) the cement, fly ash, quartz sand, fibers, water, and water-reducing admixture were weighed and prepared separately; (2) the cement, fly ash, and quartz sand were mixed as the dry mix and stirred for 5–8 minutes in cement mortar mixer; (3) the water-reducing admixture was added into the water and stirred for 3–5 minutes; (4) the liquid was poured into the dry mix, and the wet mix was stirred for about 10 minutes to ensure that the cement matrix was mixed uniformly; (5) the fibers were uniformly sprinkled into the wet cement matrix as the stirring mill working at a low speed (about 140 rpm); (6) the final mixing process was kept at a low speed for 2–3 minutes at first, and then at a high speed (about 285 rpm) for 4–6 minutes, and finally at low speed stirring for 2–3 minutes to ensure that the fibers were uniformly distributed in the cement matrix without agglomeration; (7) the stirred ECC mixture was poured into the mold and smoothed with a spatula. The specimen was vibrated on the shaking table for 1 minute to keep the compactness. The surface of the specimen was smeared with a spatula, and the specimens were stored in the laboratory at normal temperature (about 20°C) and humidity (about 65% rh) for 24 hours. After mold stripping, the specimens were stored in the standard curing room for 28 days.


## 3.3. Uniform Design Specimen Tests

### 3.3.1. Uniaxial Compression Tests

In uniaxial compression tests, the dimension of the specimens is 100 mm × 100 mm × 100 mm. The tests were carried out in a 1000 kN capacity hydraulic servo universal testing machine using linear variable differential transformers (LVDTs) to measure the uniaxial deformation on both sides, as shown in Figure1. Displacement control mode was adopted as the loading method during the tests, and the loading rate was controlled at 1.5 mm/min. The reaction force at the top of the specimen was read by the machine. Results showed that the ECC specimens maintained their integrity and exhibited a ductile failure under compression (Figure 2). Figure 3 presents the compressive engineering stress-strain curves for the No. 2 and No. 8 mix proportion specimens, which have a fiber/cement mass ratio of 0.0551 and 0, respectively. Adding PVA fibers can enhance compressive strength and the compressive fracture energy of ECC by controlling cracks.Figure 1
ECC uniaxial compression test.Figure 2
Failure mode of the ECC uniaxial compression test specimen.Figure 3
ECC and cement compressive stress-strain curves.


### 3.3.2. Uniaxial Tension Tests

Dumbbell-shaped specimens were prepared as shown in Figure4 to test the tensile stress-strain behavior of the ECC.Figure 4
The dumbbell-shaped ECC specimen and the uniaxial tension clamp (Unit: mm).The tensile specimens were tested under displacement control at a loading rate of 0.15 mm/min on a 10 kN capacity electro-mechanical universal testing machine with two ends pin-ended as shown in Figures4 and 5. An extensometer with 5 mm measurement range and 0.025 mm resolution was used to detect the tensile deformation of the tested section. The both ends of the extensometer were fixed exactly at the upper and lower boundary of the tested section shown in Figures 4 and 5. The tensile force was measured by the load cell. The tested engineering stress-strain curves of No. 6 and No. 8 specimens are presented in Figure 6, which indicates that adding PVA fibers effectively increased the ultimate tensile strain and the toughness of the specimens. The high tensile ductility and multiple cracking of ECC are due to the synergy effect of the matrix, fibers, and fiber-matrix interface under tension [37, 38]. The PVA fibers were randomly distributed in the matrix. Before cracking, the fibers could inhibit the production of cracks and improve the compactness of the matrix. After cracking, the matrix transferred stress to the fibers at the crack, and then fibers transferred stress to the uncracked matrix leading stress redistributions, which might involve multiple cracking and improve the ductility of ECC.Figure 5
ECC uniaxial tension test.Figure 6
ECC and cement tensile stress-strain curves.


### 3.3.3. Uniform Design Test Results

The uniaxial tensile strengthft (MPa), ultimate tensile strain ɛcu, fracture energy GFI (N/m), and uniaxial compressive strength fc (MPa) of the mix proportions listed in Table 10 were tested and presented in Table 11. PVA fibers showed a great improvement for ultimate tensile strain ɛcu, and fracture energy GFI compared with the cement matrix without fibers.Table 11
Test results for adjusted uniform designed ECC mix proportions.
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
f
t (MPa)
ɛ
cu (%)
G
F (N·m−1)
f
c (MPa)
1
1
0.11
0.42
0.0224
1
0.012
2.3
1.9
1087.15
49.67
2
1
0.43
0.51
0.0075
0.8
0.009
4.2
0.6
648.84
54.33
3
1
0.75
0.68
0.041
0.6
0.013
4.4
2.2
1936.85
31.33
4
1
1.07
1.11
0.0358
1.6
0.001
2.5
2
826.84
23.73
5
1
1.39
0.59
0.0049
0.6
0.015
5.5
0.24
309.21
68.67
6
1
1.72
1.03
0.0551
0.7
0.001
3.4
2.4
2234.01
30.33
7
1
2.04
0.77
0.0289
0.9
0.014
2.9
0.4
234.08
48.00
8
1
2.36
0.94
0.0000
1
0.016
4.4
0.01
47.69
32.00
9
1
2.68
0.85
0.0586
0.8
0.022
2.5
1.8
1414.03
48.33
10
1
3.00
1.20
0.0305
1.2
0.014
1.4
1.5
880.46
33.67


## 3.3.1. Uniaxial Compression Tests

In uniaxial compression tests, the dimension of the specimens is 100 mm × 100 mm × 100 mm. The tests were carried out in a 1000 kN capacity hydraulic servo universal testing machine using linear variable differential transformers (LVDTs) to measure the uniaxial deformation on both sides, as shown in Figure1. Displacement control mode was adopted as the loading method during the tests, and the loading rate was controlled at 1.5 mm/min. The reaction force at the top of the specimen was read by the machine. Results showed that the ECC specimens maintained their integrity and exhibited a ductile failure under compression (Figure 2). Figure 3 presents the compressive engineering stress-strain curves for the No. 2 and No. 8 mix proportion specimens, which have a fiber/cement mass ratio of 0.0551 and 0, respectively. Adding PVA fibers can enhance compressive strength and the compressive fracture energy of ECC by controlling cracks.Figure 1
ECC uniaxial compression test.Figure 2
Failure mode of the ECC uniaxial compression test specimen.Figure 3
ECC and cement compressive stress-strain curves.


## 3.3.2. Uniaxial Tension Tests

Dumbbell-shaped specimens were prepared as shown in Figure4 to test the tensile stress-strain behavior of the ECC.Figure 4
The dumbbell-shaped ECC specimen and the uniaxial tension clamp (Unit: mm).The tensile specimens were tested under displacement control at a loading rate of 0.15 mm/min on a 10 kN capacity electro-mechanical universal testing machine with two ends pin-ended as shown in Figures4 and 5. An extensometer with 5 mm measurement range and 0.025 mm resolution was used to detect the tensile deformation of the tested section. The both ends of the extensometer were fixed exactly at the upper and lower boundary of the tested section shown in Figures 4 and 5. The tensile force was measured by the load cell. The tested engineering stress-strain curves of No. 6 and No. 8 specimens are presented in Figure 6, which indicates that adding PVA fibers effectively increased the ultimate tensile strain and the toughness of the specimens. The high tensile ductility and multiple cracking of ECC are due to the synergy effect of the matrix, fibers, and fiber-matrix interface under tension [37, 38]. The PVA fibers were randomly distributed in the matrix. Before cracking, the fibers could inhibit the production of cracks and improve the compactness of the matrix. After cracking, the matrix transferred stress to the fibers at the crack, and then fibers transferred stress to the uncracked matrix leading stress redistributions, which might involve multiple cracking and improve the ductility of ECC.Figure 5
ECC uniaxial tension test.Figure 6
ECC and cement tensile stress-strain curves.


## 3.3.3. Uniform Design Test Results

The uniaxial tensile strengthft (MPa), ultimate tensile strain ɛcu, fracture energy GFI (N/m), and uniaxial compressive strength fc (MPa) of the mix proportions listed in Table 10 were tested and presented in Table 11. PVA fibers showed a great improvement for ultimate tensile strain ɛcu, and fracture energy GFI compared with the cement matrix without fibers.Table 11
Test results for adjusted uniform designed ECC mix proportions.
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
f
t (MPa)
ɛ
cu (%)
G
F (N·m−1)
f
c (MPa)
1
1
0.11
0.42
0.0224
1
0.012
2.3
1.9
1087.15
49.67
2
1
0.43
0.51
0.0075
0.8
0.009
4.2
0.6
648.84
54.33
3
1
0.75
0.68
0.041
0.6
0.013
4.4
2.2
1936.85
31.33
4
1
1.07
1.11
0.0358
1.6
0.001
2.5
2
826.84
23.73
5
1
1.39
0.59
0.0049
0.6
0.015
5.5
0.24
309.21
68.67
6
1
1.72
1.03
0.0551
0.7
0.001
3.4
2.4
2234.01
30.33
7
1
2.04
0.77
0.0289
0.9
0.014
2.9
0.4
234.08
48.00
8
1
2.36
0.94
0.0000
1
0.016
4.4
0.01
47.69
32.00
9
1
2.68
0.85
0.0586
0.8
0.022
2.5
1.8
1414.03
48.33
10
1
3.00
1.20
0.0305
1.2
0.014
1.4
1.5
880.46
33.67


## 3.4. Alternating Conditional Expectation Analysis

The alternating conditional expectation analysis was used for the regression analysis based on the test data and results listed in Table11 to obtain the optimized ECC mix proportion with large ultimate tensile strain ɛcu and fracture energy GFI (N/m). The regression parameters were W/B, F/B, and S/B, which were determined due to the interaction between the test factors. With the alternating conditional expectation analysis, the derived alternating conditional expectation analysis fitting coefficients of ɛcu-max and GFmaxI were 0.92 and 0.98, respectively, which were close to 1.0. These values reflect that the fitting coefficients of the two optimal targets ɛcu-max and GFmaxI were high enough. However, the fitting coefficient of fc was only 0.62, which means that fc cannot be set as an optimal target based on the designed uniform test data. In Table 12, the selected regression parameters x1, x2, and x3 stand for W/B, F/B, and S/B, respectively. The regression targets y1 and y2 stand for the optimal targets ɛcu and GFI, separately.Table 12
Input parameters for regression analysis.
No.
x
1
x
2
x
3
y
1 (%)
y
2
1
0.378
0.020
0.901
1.9
1087.15
2
0.357
0.0052
0.559
0.6
648.84
3
0.389
0.0234
0.343
2.2
1936.85
4
0.536
0.0173
0.773
2
920.62
5
0.247
0.0021
0.251
0.24
309.21
6
0.379
0.0203
0.257
2.4
2234.01
7
0.253
0.0095
0.296
0.4
234.08
8
0.279
0.0000
0.298
0.01
47.69
9
0.231
0.0159
0.217
1.8
1414.03
10
0.300
0.0076
0.300
1.5
880.46The alternating conditional expectation command in the S-PLUS was used to obtain the mapping relationships between the regression parameters (x1, x2, x3) and the maximal correlation data (X1t, X2t, X3t) for regression targets y1 and y2. The transformation correlation between x1 and X1t, x2 and X2t, and x3 and X3t represented the transformation correlations of ɛcu, GFI, and the regression parameters. The results were summarized into figures as shown in Figure 7. The analysis results indicated that increasing W/B and F/B could increase the ECC ultimate tensile strain ɛcu. Decreasing S/B would increase the ECC ultimate tensile strain ɛcu. The fracture energy GFI of ECC could increase as the W/B increased, but when the W/B was over 0.45, GFI showed a downward trend as W/B increased. The fracture energy GFI of ECC can be increased by decreasing S/B or increasing F/B. The porosity of the ECC matrix could be increased as the water-binder ratio W/B increasing, inducing the reduction of the cementation between fiber and matrix. This may cause ECC strength reduction when the water-binder ratio W/B is over 0.45. Meanwhile, the elasticity modulus of ECC may also reduce due to the increasing porosity when the water-binder ratio W/B is over 0.45. Therefore, though the ultimate tensile strain ɛcu in Figure 7(a) keeps increasing, the fracture energy GFI in Figure 7(b) which is related to the area under the stress-strain curve may decrease when the water-binder ratio W/B is over 0.45.Figure 7
Transformation correlation: (a) mapping relationships for regression targety1 (ultimate tensile strain ɛcu); (b) mapping relationships for regression target y2 (fracture energy GFI).
(a)
(b)Based on the optimal targets (ɛcu-max and GFmaxI) and the constraint conditions, the range of the regression parameters (W/B, F/B, and S/B) were selected via an interpolation algorithm program (MATLAB). 100,000 independent random sampling calculations were carried out, and the maximum value of the regression target (y1 or y2) and its corresponding series of regression parameters (x1, x2, x3) were chosen. Sampling and selection were repeated for 15 times for either of the regression target (y1 or y2). The sampling results were summarized into trend figures as shown in Figures 8 and 9. According to the dispersion of the data points in the figures and the analysis of sampling results, the optimized mix proportion of ECC can be obtained by selecting the intersection of each regression parameter shown in Table 13.Figure 8
Sampling results for regression targety1 (ultimate tensile strain ɛcu).Figure 9
Sampling results for regression targety2 (fracture energy GFI).Table 13
Range of ECC optimized mix proportions (mass ratio).
Target
W/B
S/B
F/B
ɛ
cu
0.35∼0.5
0.25∼0.3
0.02
G
F
0.3∼0.42
0.2∼0.3
0.02
ɛ
cu and GF
0.35∼0.42
0.25∼0.3
0.02


## 4. Verification Tests

For the verification tests, MATLAB was used to randomly select five ECC mix proportions within the range of the optimized mix proportion, which are listed in Table14. The tests were performed to verify whether the range of the mix proportion in Table 13 has a high ultimate tensile strain ɛcu and fracture energy GFI. Therefore, the ECC uniaxial tensile tests were chosen as the verification tests. The four-point bending tests were performed to determine the behavior of the ECC slab with the optimized mix proportion. Scanning electron microscopy (SEM) was used to detect the fiber distributions in the tested specimens.Table 14
Randomly selected ECC mix proportions (mass ratio).
No.
Cement
Fly ash
w/c
Fiber
Quartz sand
Water-reducing admixture
W/B
S/B
F/B
P1
1.0
1.20
0.770
0.044
0.60
0.003
0.35
0.27
0.02
P2
1.0
0.35
0.530
0.030
0.40
0.012
0.39
0.30
0.02
P3
1.0
1.50
1.050
0.050
0.64
0.001
0.42
0.26
0.02
P4
1.0
2.30
1.200
0.063
0.90
0.011
0.36
0.27
0.02
P5
1.0
0.8
0.667
0.033
0.50
0.009
0.37
0.28
0.02


### 4.1. Uniaxial Tensile Tests

The arrangement in the verification tests was the same as that of the uniaxial tensile tests as presented previously. The stress-strain curves of the dumbbell-shaped specimens with the five chosen mix proportions are presented in Figure10. The test results are also compared in Table 15. The ECC ultimate tensile strains ɛcu for the mix proportions within the range of the optimized proportions were between 3.8% and 6.7%, which were 300–500 times of that of normal concrete. The ECC fracture energies GFI were between 2546.78 N/m and 5980.43 N/m, which is 10–20 times to that of normal concrete. Results showed that all the randomly adopted mix proportions had high ultimate tensile strains and energy absorption capacities. In addition, strain hardening and multiple cracking also occurred during the failure process as presented in Figure 11. The crack width under load is less than 80 μm and the number of crack width is nearly 20 in the tested section (50 mm zone), as shown in Figure 11.Figure 10
Uniaxial tensile stress-strain curves for the five selected optimized mix proportions.Table 15
Verification test results for the selected ECC mix proportions.
Optimized target
P1
P2
P3
P4
P5
ɛ
cu (%)
4.7
6.7
5.6
6.7
3.8
G
F
I
N
⋅
m
−
1
2599.64
4335.61
5980.43
2732.23
2546.78Figure 11
The failure modes of uniaxial tensile test for ECC-P3.


### 4.2. Four-Point Bending Tests

The mix proportion P3 was used in the four-point bending tests, and the dimensions of three specimens were 400 mm × 100 mm × 15 mm. The specimens were tested under displacement control (0.3 mm/min loading rate) in a 10 kN capacity electro-mechanical universal testing machine, as shown in Figure 12. The reaction force and the loading point were recorded by the load cell there. The load-displacement curves are presented in Figure 13. Multiple cracking also occurred for the 3 specimens. The test results indicated that the bending specimen showed a good flexural toughness, energy absorption capacity, strain hardening, and crack-control capacity.Figure 12
Four-point bending test arrangement for ECC-P3.Figure 13
Four-point bending test load-displacement curves for ECC-P3.


### 4.3. Scanning Electron Microscope Tests

Scanning electron microscope was used to detect the distribution of PVA fibers in the cement matrix. The detection samples were randomly adopted from the specimens of P3 with the highest GFI and P2 with the smallest fiber mass ratio (Table 14). The samples were about 5 mm in length, 3 mm in width, and 2 mm in thickness. The volume was about 30 mm3. The detected images within the scanning domain are presented in Figure 14, which shows that the fibers were uniformly distributed in the cement matrix.The volume of the dumbbell-shaped specimen was about 245 cm3. According to the fiber/cement mass ratios of P3 and P2 in Table 14 and the 1.3 g/cm3 fiber density, the fiber volume ratio can be obtained according to equation (9), and the total fiber volumes Vtotal-f can be obtained, which are 4.05 cm3 and 4.63 cm3, respectively. According to the fiber diameter (39 μm), length (12 mm), and density (1.3 g/cm3), the volume of a single fiber Vf is about 0.0143 mm3. Therefore, the total number of fibers in the detected sample should be Vtotal-f/Vf, which is about 2.8 × 105 and 3.2 × 105, respectively. If the fiber is uniformly distributed in the specimen, the theoretical fiber number within the 30 mm3 detected sample can be calculated, which should be 35 and 40, respectively. The number of fibers was carefully counted using the scanning photos of the detected specimens. As the sample size was very small and most of the fibers penetrated the detected sample, one image of each specimen was enough for counting the fibers. However, the fibers were soft, which induced a curved shape in the matrix. Considering the irregular distribution of the soft fibers, the counted number of the fibers in the detected sample should be larger than the theoretical value. The counted number of fibers in P3 is 41, where its theoretical value is 35. The counted number of fibers in P2 is 48, of which its theoretical value is 40. The counted fiber numbers were greater than the theoretical values. The differences between the counted and theoretical fiber numbers in the detected samples did not exceed 20%. The fibers were uniformly distributed in the ECC specimens, leading to a high ultimate tensile strain and high fracture energy capacity.Figure 14
PVA fibers distribution in cement matrix: (a) ECC-P2; (b) ECC-P3.
(a)
(b)


## 4.1. Uniaxial Tensile Tests

The arrangement in the verification tests was the same as that of the uniaxial tensile tests as presented previously. The stress-strain curves of the dumbbell-shaped specimens with the five chosen mix proportions are presented in Figure10. The test results are also compared in Table 15. The ECC ultimate tensile strains ɛcu for the mix proportions within the range of the optimized proportions were between 3.8% and 6.7%, which were 300–500 times of that of normal concrete. The ECC fracture energies GFI were between 2546.78 N/m and 5980.43 N/m, which is 10–20 times to that of normal concrete. Results showed that all the randomly adopted mix proportions had high ultimate tensile strains and energy absorption capacities. In addition, strain hardening and multiple cracking also occurred during the failure process as presented in Figure 11. The crack width under load is less than 80 μm and the number of crack width is nearly 20 in the tested section (50 mm zone), as shown in Figure 11.Figure 10
Uniaxial tensile stress-strain curves for the five selected optimized mix proportions.Table 15
Verification test results for the selected ECC mix proportions.
Optimized target
P1
P2
P3
P4
P5
ɛ
cu (%)
4.7
6.7
5.6
6.7
3.8
G
F
I
N
⋅
m
−
1
2599.64
4335.61
5980.43
2732.23
2546.78Figure 11
The failure modes of uniaxial tensile test for ECC-P3.


## 4.2. Four-Point Bending Tests

The mix proportion P3 was used in the four-point bending tests, and the dimensions of three specimens were 400 mm × 100 mm × 15 mm. The specimens were tested under displacement control (0.3 mm/min loading rate) in a 10 kN capacity electro-mechanical universal testing machine, as shown in Figure 12. The reaction force and the loading point were recorded by the load cell there. The load-displacement curves are presented in Figure 13. Multiple cracking also occurred for the 3 specimens. The test results indicated that the bending specimen showed a good flexural toughness, energy absorption capacity, strain hardening, and crack-control capacity.Figure 12
Four-point bending test arrangement for ECC-P3.Figure 13
Four-point bending test load-displacement curves for ECC-P3.


## 4.3. Scanning Electron Microscope Tests

Scanning electron microscope was used to detect the distribution of PVA fibers in the cement matrix. The detection samples were randomly adopted from the specimens of P3 with the highest GFI and P2 with the smallest fiber mass ratio (Table 14). The samples were about 5 mm in length, 3 mm in width, and 2 mm in thickness. The volume was about 30 mm3. The detected images within the scanning domain are presented in Figure 14, which shows that the fibers were uniformly distributed in the cement matrix.The volume of the dumbbell-shaped specimen was about 245 cm3. According to the fiber/cement mass ratios of P3 and P2 in Table 14 and the 1.3 g/cm3 fiber density, the fiber volume ratio can be obtained according to equation (9), and the total fiber volumes Vtotal-f can be obtained, which are 4.05 cm3 and 4.63 cm3, respectively. According to the fiber diameter (39 μm), length (12 mm), and density (1.3 g/cm3), the volume of a single fiber Vf is about 0.0143 mm3. Therefore, the total number of fibers in the detected sample should be Vtotal-f/Vf, which is about 2.8 × 105 and 3.2 × 105, respectively. If the fiber is uniformly distributed in the specimen, the theoretical fiber number within the 30 mm3 detected sample can be calculated, which should be 35 and 40, respectively. The number of fibers was carefully counted using the scanning photos of the detected specimens. As the sample size was very small and most of the fibers penetrated the detected sample, one image of each specimen was enough for counting the fibers. However, the fibers were soft, which induced a curved shape in the matrix. Considering the irregular distribution of the soft fibers, the counted number of the fibers in the detected sample should be larger than the theoretical value. The counted number of fibers in P3 is 41, where its theoretical value is 35. The counted number of fibers in P2 is 48, of which its theoretical value is 40. The counted fiber numbers were greater than the theoretical values. The differences between the counted and theoretical fiber numbers in the detected samples did not exceed 20%. The fibers were uniformly distributed in the ECC specimens, leading to a high ultimate tensile strain and high fracture energy capacity.Figure 14
PVA fibers distribution in cement matrix: (a) ECC-P2; (b) ECC-P3.
(a)
(b)


## 5. Conclusions

(1)
The ECC mix proportion optimization design was successfully completed with the uniform design test method and alternating conditional expectation based on the local materials and industry wastes in Kunming, Yunnan province, China. Only 10 mix proportions were needed to be tested according to the uniform design. Based on the test data and the alternating conditional expectation,ɛcu-max and GF-max were chosen as the optimization targets, and the W/B, S/B, and F/B ranges, which were 0.35–0.42, 0.25–0.3, and 0.02, respectively, were achieved.
(2)
The validation tests were conducted, and the tested proportions were randomly adopted within the range of W/B, S/B, and F/B. The ultimate tensile strainɛcu and fracture energy GFI were tested. Results showed that the ECC ultimate tensile strain ɛcu was between 3.8% and 6.7%, which was 300–500 times that of normal concrete. The ECC fracture energy GFI was between 2546.78 N/m and 5980.43 N/m, which was 10–20 times that of normal concrete. All of the specimens possessed large ultimate tensile strain and energy absorption capacity.
(3)
In the four-point bending test, the ECC specimens showed remarkable ductility, flexural toughness, and energy absorption capacity. Strain hardening and crack-control capacity were also observed. Multiple cracking occurred during the specimen failure process.
(4)
The PVA fiber distribution in the cement matrix was detected using SEM, and results showed that the fibers were uniformly distributed in the cement matrix. Thus, the ECC mixing process used in the tests has good feasibility.



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*Source: 9575897-2019-10-01.xml*