# Characterization of Short-Term Strength Properties of Fiber/Cement-Modified Slurry

Authors: Ping Jiang; Tianhao Mao; Na Li; Liang Jia; Fang Zhang; Wei Wang
Journal: Advances in Civil Engineering
 (2019)

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## Abstract

The recycling of construction waste slurry is an urgent issue that needs to be solved in urban construction. To satisfy the requirements of subgrade filling, mechanical properties of fiber/cement-modified slurry were investigated. Unconfined compression tests were conducted for 7-day-cured specimens with a cement content of 5%, 10%, 15%, 20%, 25%, and 30%, respectively. Moreover, the effects of fiber contents (0.25%, 0.5%, 0.75%, and 1%, respectively) were also investigated for the specimens with a cement content of 20%. A formula satisfying the accuracy requirement was obtained by fitting the stress-strain curves using the back propagation (BP) neural network algorithm. Five parameters, including peak strength, failure strain, initial elastic modulus, residual strength, and energy dissipation, were used to characterize the short-term strength properties of fiber/cement-modified slurry. The analysis revealed that the cement content had a dominant effect on the short-term strength properties of fiber/cement-modified slurry, while the influence of fiber content was insignificant.


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## Body

## 1. Introduction

The rapid development of urban construction has led to an abundant wastage of slurry produced during construction processes. Unreasonable discharge of waste slurry can severely damage the ecological environment. This has led to an urgent need to explore innocent treatment and resource utilization of waste slurry in future urban construction. Recently, the slurry has been applied as wall material [1], artificially synthesized aggregate [2], raw materials of cement [3], concrete admixture [4], raw material of glass [5], and road material [6]. Taking material composition of the slurry into account, it can be modified using certain treatment technology to satisfy the requirement of subgrade filling, which can provide a strategy for realizing resource utilization of construction waste slurry, saving land resources, and leading to a green and resilient modern urban construction [7].The technology of enhancing mechanical properties of soft soil through cement has been widely applied in engineering [8]. It can be used in the dam, structure foundation, slope stabilization, vibration attenuation in high-speed railway, alleviation of liquefaction, stabilization (or solidification) of deep-mixed soil walls and contaminated soil, and so on.Various studies have been conducted to investigate the influences of fiber on the property of cemented soil through unconfined compression test or splitting strength testing [9–11]. Several scholars also performed triaxial test [12], direct shear test [13], bending test [14], isotropic compression test [15], and cyclic shear test [16] on fiber-admixed cemented soil. The studies showed that adding fiber into cemented sandy soil or clay with constant low cement content (less than 10%) could enhance its compressive strength, residual strength, and ductility.As the slurry has similar engineering features as the soft soil with high water content, modification methods for soft soil could also be applied to solidifying slurry. It is known that a large quantity of cement is needed to stabilize the soft soil with high water content [14]. Sukontasukkul added fiber into modified soft soil with a cement content of 10%–20% and found that its residual strength significantly increased [14]. However, Consoli showed that the polypropylene fiber had a minimal effect on the mechanical performance of cemented soil with high cement content [17]. Festugato proposed a prediction model for unconfined compressive strength of cemented soil with low water content and took the fiber length into consideration [18]. Considering that construction waste slurry has high water content, large cement content is necessary for achieving expected strength [19–21]. Consoli considered unconfined compressive strength (qu) as a function of the porosity/cement index of compacted gold tailings-cement mixes [22]. Javdanian and Lee employed particle swarm optimization algorithm to estimate the unconfined compressive strength of stabilized cohesive soils using geopolymers [23]. Kong et al. studied the changes in mechanical, structural, and mineralogical properties of nano-SiO2-treated loess with different contents and curing periods, by evaluating the unconfined compressive strength of untreated and treated loess [24]. Fiber and cement can improve the strength of slurry. Fiber and cement-modified slurry can be used as road material. According to Chinese Test Methods of Materials Stabilized with Inorganic Binders for Highway Engineering (JTG E51-2009) and Technical Guidelines for Construction of Highway Roadbases (JTG/T F20-2015), 7-day unconfined compressive performance is an important mechanical index of road materials. Mechanical properties of fiber cement-reinforced slurry vary with curing age. In this current study, unconfined compression tests were conducted for 7-day-cured specimens with a cement content of 5%, 10%, 15%, 20%, 25%, and 30%, respectively. Moreover, the effects of fiber contents (0.25%, 0.5%, 0.75%, and 1%, respectively) were also investigated for the specimens with a cement content of 20%. Five variables, including peak strength, failure strain, initial elastic modulus, residual strength, and energy dissipation obtained through unconfined compression testing, were used to characterize the short-term strength properties of fiber/cement-modified slurry.


## 2. Testing Materials

The waste slurry was collected from the bored piles in a construction site in Shaoxing city of China. Figure1 shows the slurry after preliminary dehydration treatment. In terms of chemical composition, the contents of SiO2 and Al2O3 in the slurry are 67% and 15%, respectively. There are also small amounts of CaO, MgO, Fe2O3, and K2O in the slurry. The water content of the slurry was about 100%. The cement used in testing was CEM I 32.5 R. As the water content in the slurry was high, the cement content (amount of cement over the dry weight of slurry) was set as 5%, 10%, 15%, 20%, 25%, and 30%, according to the study by Sukontasukkul and Jamsawang [14].Figure 1
Slurry after preliminary dehydration treatment.Polypropylene fiber (Figure2) was used for testing, with basic mechanical properties as listed in Table 1. Different fibers have different effects on the strength of cement-soil, as the PP fibers have high tensile strength (260 MPa), and they are not easy to agglomerate in cement-soil. Compared with glass fibers, the PP fibers can interact with cement-soil and improve its ductility. So, we chose PP fibers to reinforce cement-stabilized slurry. The influence of different fiber lengths on the strength of samples is different. Because the diameter of the sample is 39.1 mm, if the fiber is too short, the fiber has little effect, and if the fiber is too long, it will affect the quality of sample preparation. The change of the fiber length is not considered in this study. According to [18], when the length of the fiber is 6 mm, not only the effect of the fiber is obvious but also the quality of the sample can be guaranteed. So, in this study, 6 mm PP fibers were selected. For 20% cement content, the fiber contents (mixing amounts of the fiber relative to the dry weight of slurry) were 0%, 0.25%, 0.5%, 0.75%, and 1%, respectively, according to [14–18].Figure 2
Polypropylene fiber.Table 1
Mechanical properties of polypropylene fiber.
Fiber type
Tensile strength (MPa)
Elastic modulus (GPa)
Relative density
Length (mm)
Diameter (mm)
Bundle filaments
260
3.8
0.91
6
0.023
Bundle filaments means multifilament short fibers.


## 3. Unconfined Compression Testing

### 3.1. Specimen Preparation and Testing

The cement was weighed according to mix proportion and added to the slurry, and the mixture was then mixed homogeneously for 5 min. Polypropylene fiber was then added to the mixture during stirring, and the mixture was stirred again for 3 min. The mixture was then put into the PVC moulds and vibrated to get rid of the air bubbles. Then, the specimens were put in water at a temperature of 20°C ± 2°C to be cured for 7 days. Figure3 shows demolded specimens of unconfined compression test, with a height of 80 mm and a diameter of 39.1 mm. Unconfined compression test was performed according to the “Standard for Soil Test Method” (GB/T 50123-1999), with a loading rate of 1 mm/min.Figure 3
Fiber/cement-modified slurry specimens for unconfined compression test.
(a)
(b)


### 3.2. Testing Results

Figures4 and 5 show the failure modes of modified slurry specimens obtained through unconfined compression test, for the cases of without and with fiber, respectively. It can be identified from Figures 4 and 5 that the failure surface of the modified slurry is around 45° to the horizontal plane, showing the unconfined compression test.Figure 4
Failure mode of cement-admixed slurry specimen with a cement content of 20%.Figure 5
Failure mode of cement and fiber admixed slurry specimen with a cement content of 20% and a fiber content of 1%.Figures6 and 7 show some typical stress-strain curves of the fiber/cement-modified slurry. It can be seen that they are strain-softening curves, meaning that with an increase in strain, the stress increases first and reaches its peak value, and then it gradually decreases with strain.Figure 6
Stress-strain curve of cement-admixed slurry with different cement contents.Figure 7
Stress-strain curve of cement and fiber admixed slurry with a cement content of 20% and different fiber contents.


## 3.1. Specimen Preparation and Testing

The cement was weighed according to mix proportion and added to the slurry, and the mixture was then mixed homogeneously for 5 min. Polypropylene fiber was then added to the mixture during stirring, and the mixture was stirred again for 3 min. The mixture was then put into the PVC moulds and vibrated to get rid of the air bubbles. Then, the specimens were put in water at a temperature of 20°C ± 2°C to be cured for 7 days. Figure3 shows demolded specimens of unconfined compression test, with a height of 80 mm and a diameter of 39.1 mm. Unconfined compression test was performed according to the “Standard for Soil Test Method” (GB/T 50123-1999), with a loading rate of 1 mm/min.Figure 3
Fiber/cement-modified slurry specimens for unconfined compression test.
(a)
(b)


## 3.2. Testing Results

Figures4 and 5 show the failure modes of modified slurry specimens obtained through unconfined compression test, for the cases of without and with fiber, respectively. It can be identified from Figures 4 and 5 that the failure surface of the modified slurry is around 45° to the horizontal plane, showing the unconfined compression test.Figure 4
Failure mode of cement-admixed slurry specimen with a cement content of 20%.Figure 5
Failure mode of cement and fiber admixed slurry specimen with a cement content of 20% and a fiber content of 1%.Figures6 and 7 show some typical stress-strain curves of the fiber/cement-modified slurry. It can be seen that they are strain-softening curves, meaning that with an increase in strain, the stress increases first and reaches its peak value, and then it gradually decreases with strain.Figure 6
Stress-strain curve of cement-admixed slurry with different cement contents.Figure 7
Stress-strain curve of cement and fiber admixed slurry with a cement content of 20% and different fiber contents.


## 4. Unconfined Compressive Strength

### 4.1. Parameters of Unconfined Compressive Strength

Figure8 shows a typical strain-softening curve during unconfined compression test, with the function expression of σ=σε.Figure 8
Typical stress-strain curve occurred during unconfined compression test.Several important characteristic parameters could be extracted from the curve, including peak strengthqu, failure strain εu, initial elastic modulus E0, and residual strength qc. The function expressions of these parameters are stated in equations (1)–(4), respectively.(1)qu=maxσε,(2)qu=σεu,(3)E0=dσεdεε=0,(4)qc=limε⟶∞σε.The loading process of unconfined compression test can be treated as a process of energy concentration and release. According to the law of energy conservation, work done by axial forceF during testing can be used to characterize energy dissipation during the loading process, as shown in Figure 9.(5)Ws=∫0s∗Fds,where F=σεA; s=εH; A and H are sectional area and height of the specimen, respectively. In this study, A was 1200 mm2 and H was 80 mm. Substituting F and s into equation (5) yielded(6)Ws=AH∫0ε∗Hσεdε.Figure 9
Energy dissipation during unconfined compression test.According to “Standard for Soil Test Method” (GB/T 50123-1999),ε∗=εu+5%.


### 4.2. Fitting the Stress-Strain Curves Based on BP Neural Network

Based on the analysis above, the key factor to characterizing the strength properties is to accurately establish the function relationship between stress and strain during unconfined compression test. Because of the heterogeneity in specimen preparation and discreteness as well as a systematic error during of testing, a data-fitting algorithm with an anti-interference feature was required. The BP neural network algorithm could achieve the precision of fitting by continually adjusting the weight value and offset value according to the back propagation of error, and with certain fault-tolerant characteristic. An appropriate neural network structure can simulate any nonlinear function relationship. Figure10 shows the principle of information transfer in the BP neural network. In this study, the BP neural network algorithm was used to fit function relationship between stress and strain during unconfined compression test.Figure 10
Calculation diagram of BP neural network [25].As the stress-strain curves obtained through every parallel test were not exactly coincident due to certain deviation as mentioned earlier, information of relationships between real stress and strain of each test was needed to effectively reduce experimental error. Thus, it can reasonably describe the strength properties of fiber/cement-modified slurry. As for the results of unconfined compression test of specimens with a certain mix proportion, strains of all specimens were combined as input variables of the BP neural network, and the corresponding stresses were combined as output variables. The mirroring and fault-tolerant capabilities of the BP neural network were fully utilized to fit and calculate the stress-strain curves.In this study, the structure of the BP neural network was determined as one input-layer node, two hidden-layer nodes, and one output-layer node. Transfer functions of the hidden and output layers are stated in equations (7) and (8), respectively:(7)fv=1e−v+1,(8)fv=v.Normalization was necessary for the input and output variables to guarantee the precision of fitting [25, 26]. After fitting, the functions of stress (σ) and strain (ε) were stated as follows:(9)σε=a1e−a2ε−a3+1+a4e−a5ε−a6+1+a7,where a1=σmaxω21/2; a2=2ω11/εmax; a3=b11−ω11; a4=σmaxω22/2; a5=2ω12/εmax; a6=b12−ω12; and a7=σmax/2b2+1. ω11, ω12, b11, b12, ω21, ω22, and b2 are the calculation parameters of the BP neural network. The specific meanings of these parameters are shown in Figure 10.The relationship between stress and strain of fiber/cement-modified slurry with various fiber or cement contents could be obtained using equation (9), and the calculated data are summarized in Table 2. Table 2 lists the calculated results of fitting parameters in equation (9), while Figures 11 and 12 illustrate the fitting errors.Table 2
Calculated results of parameters in BP neural network.
Cement (c) and fiber (f) contents
a
1
a
2
a
3
a
4
a
5
a
6
a
7
Average error (kPa)
5%c
27.3
−1.28
9.72
−2228896
−0.94
−10.98
12.38
0.16
10%c
173
−1.05
3.07
2516991
1.11
9.6
−2516987
1.37
15%c
−135.6
2.12
−6.68
−332.9
−3.53
0.32
194.6
0.61
20%c
−188.8
0.77
−2.19
421
2.38
−0.45
−138.9
2.71
25%c
366.7
−1.58
7.55
−14359490
−1.11
−10.32
95.3
0.32
30%c
344.4
−1.17
5.9
578
2
−1.61
−443.6
0.19
20%c + 0.25%f
258.3
−1.09
5
−5265
−0.79
−2.77
38.87
0.17
20%c + 0.5%f
269.4
−1.18
4.66
727.6
1.53
0.11
−659
0.37
20%c + 0.75%f
195.4
−1.08
5.66
581.3
1.26
0.035
−511
2.04
20%c + 1%f
7227669
1.55
9.85
310
−1.17
3.36
−7227592
0.64Figure 11
Fitting result of stress-strain curve of cement-admixed slurry with cement content of 5%.Figure 12
Fitting result of stress-strain curve of cement and fiber admixed slurry with a cement content of 20% and a fiber content of 0.25%.Figures11 and 12 show that the BP neural network could reasonably fit the stress-strain curve of fiber/cement-modified slurry, with the maximum average error of 2.71 kPa (see Table 2).


### 4.3. Characterization of Strength Parameters

#### 4.3.1. Peak Strengthqu

The peak strength of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (1), as shown in Figures 13 and 14.Figure 13
Peak strengthqu of slurry with various cement contents.Figure 14
Peak strengthqu of slurry with various fiber contents.Figure13 shows that the peak strength of cement-modified slurry gradually increased with the increase in the cement content. When the cement content increased from 5% to 25%, the peak strength increased from 50 kPa to 425 kPa. The peak strength almost increased linearly with the cement content, when cement content was within 15%. However, when the cement content increased from 25% to 30%, there was no obvious change in the peak strength.Figure14 shows that the peak strength fluctuated between 225 and 300 kPa due to the influence of adding polypropylene fiber. This indicates that adding polypropylene fiber had an insignificant effect on the short-term peak strength of cement-modified slurry.


#### 4.3.2. Failure Strainεu

The failure strainεu of fiber/cement-modified slurry with various fiber and cement contents could also be obtained by substituting equation (9) and calculation data in Table 2 into equation (2), as shown in Figures 15 and 16.Figure 15
Failure strainεu of slurry with various cement contents.Figure 16
Failure strainεu of slurry with various fiber contents.Figure15 shows that the failure strain of cement-modified slurry first decreased from 4.5% to 1.6% when cement content increased from 5% to 10%. After that, failure strain remained stable within cement content from 10% to 20%. Then, it increased to 2.6% when cement content increased from 20% to 25%, and then it tended to be stable with the increase in the cement content. The reasons could be interpreted as follows: when the cement content was 5%, the cement-modified slurry was characterized as a plastic material, which could suffer a large plastic deformation; when the cement content was between 10% and 20%, the cement-modified slurry could be characterized as brittle and its deformation performance would decrease with increasing force; when the cement content was between 25% and 30%, the mechanical performance of cement-modified slurry may be dominated by the cementation bond and the failure strain of which tended to be stable.Figure16 shows that the failure strain of fiber/cement-modified slurry first increased for fiber content from 0 to 0.25%. Then, it dropped slightly for fiber content from 0.25% to 0.5%. When fiber content increased from 0.5% to 0.75%, the failure strain would reach its maximum value of 3%, and then it decreased to 1.6% when fiber content increased from 0.75% to 1%. This indicates that a fiber content of 0.25%–0.75% could increase the failure strain of fiber/cement-modified slurry, and 0.75% is the optimum fiber content in terms of increasing the ductility of the mixture, while the overuse of fiber (like fiber content of 1%) had no obvious effect of the failure strain of the mixture.


#### 4.3.3. Initial Elastic ModulusE0

The initial elastic modulusE0 of fiber/cement-modified slurry with various contents of fiber and cement could be obtained by substituting equation (9) and calculation data in Table 2 into equation (3), as shown in Figures 17 and 18.Figure 17
Initial elastic modulusE0 of slurry with various cement contents.Figure 18
Initial elastic modulusE0 of slurry with various fiber contents.Figure17 shows that the initial elastic modulus E0 of cement-modified slurry first increased and then decreased with the increase of cement content. When the cement content was 5%–25%, the initial elastic modulus E0 of cement-modified slurry gradually increased from 3.6 to 52.6 MPa (although there was a slight drop in cement content from 15% to 20%); while the cement content was increased from 25% to 30%, the initial elastic modulus E0 of cement-modified slurry would decrease from 52.6 to 15.9 MPa.Figure18 shows that there was no obvious effect of fiber on the initial elastic modulus E0 of fiber/cement-modified slurry for fiber content within 0.75%. However, when the fiber content was increased from 0.75% to 1%, the initial elastic modulus (E0) of fiber/cement-modified slurry increased from 12 to 57.7 MPa.


#### 4.3.4. Residual Strengthqc

The residual strengthqc of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (4), as shown in Figures 19 and 20.Figure 19
Residual strengthqc of slurry with various cement contents.Figure 20
Residual strengthqc of slurry with various fiber contents.Figure19 shows that the residual strength of cement-modified slurry gradually increased from 12.4 to 134.4 kPa with the increase in the cement content from 5% to 30%, although there was a slight drop in cement content from 5% to 10%.Figure20 shows that the residual strength qc of fiber/cement-modified slurry first decreased from 93.3 to 38.9 kPa for adding 0.25% fiber. Then, it increased from 38.9 to 77.1 kPa for fiber content from 0.25% to 0.5%, and it tended to be stable with the increasing fiber content from 0.5% to 1%.


#### 4.3.5. Energy DissipationWs

The energy dissipationWs of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (6), as shown in Figures 21 and 22.Figure 21
Energy dissipationWs of slurry with various cement contents.Figure 22
Energy dissipationWs of slurry with various fiber contents.Figure21 shows that the energy dissipation Ws of cement-modified slurry gradually increased from 0.27 to 2.15 J with the increase in the cement content from 5% to 30%.Figure22 shows that there was no obvious variation of energy dissipation Ws, and it fluctuated between 0.96 and 1.21 J with fiber content. This indicates that adding polypropylene fiber had little influence in energy dissipation of short-term cured cement-modified slurry. This was because the interfacial strength among fiber, cement, and slurry could hardly play its role under this situation.


## 4.1. Parameters of Unconfined Compressive Strength

Figure8 shows a typical strain-softening curve during unconfined compression test, with the function expression of σ=σε.Figure 8
Typical stress-strain curve occurred during unconfined compression test.Several important characteristic parameters could be extracted from the curve, including peak strengthqu, failure strain εu, initial elastic modulus E0, and residual strength qc. The function expressions of these parameters are stated in equations (1)–(4), respectively.(1)qu=maxσε,(2)qu=σεu,(3)E0=dσεdεε=0,(4)qc=limε⟶∞σε.The loading process of unconfined compression test can be treated as a process of energy concentration and release. According to the law of energy conservation, work done by axial forceF during testing can be used to characterize energy dissipation during the loading process, as shown in Figure 9.(5)Ws=∫0s∗Fds,where F=σεA; s=εH; A and H are sectional area and height of the specimen, respectively. In this study, A was 1200 mm2 and H was 80 mm. Substituting F and s into equation (5) yielded(6)Ws=AH∫0ε∗Hσεdε.Figure 9
Energy dissipation during unconfined compression test.According to “Standard for Soil Test Method” (GB/T 50123-1999),ε∗=εu+5%.


## 4.2. Fitting the Stress-Strain Curves Based on BP Neural Network

Based on the analysis above, the key factor to characterizing the strength properties is to accurately establish the function relationship between stress and strain during unconfined compression test. Because of the heterogeneity in specimen preparation and discreteness as well as a systematic error during of testing, a data-fitting algorithm with an anti-interference feature was required. The BP neural network algorithm could achieve the precision of fitting by continually adjusting the weight value and offset value according to the back propagation of error, and with certain fault-tolerant characteristic. An appropriate neural network structure can simulate any nonlinear function relationship. Figure10 shows the principle of information transfer in the BP neural network. In this study, the BP neural network algorithm was used to fit function relationship between stress and strain during unconfined compression test.Figure 10
Calculation diagram of BP neural network [25].As the stress-strain curves obtained through every parallel test were not exactly coincident due to certain deviation as mentioned earlier, information of relationships between real stress and strain of each test was needed to effectively reduce experimental error. Thus, it can reasonably describe the strength properties of fiber/cement-modified slurry. As for the results of unconfined compression test of specimens with a certain mix proportion, strains of all specimens were combined as input variables of the BP neural network, and the corresponding stresses were combined as output variables. The mirroring and fault-tolerant capabilities of the BP neural network were fully utilized to fit and calculate the stress-strain curves.In this study, the structure of the BP neural network was determined as one input-layer node, two hidden-layer nodes, and one output-layer node. Transfer functions of the hidden and output layers are stated in equations (7) and (8), respectively:(7)fv=1e−v+1,(8)fv=v.Normalization was necessary for the input and output variables to guarantee the precision of fitting [25, 26]. After fitting, the functions of stress (σ) and strain (ε) were stated as follows:(9)σε=a1e−a2ε−a3+1+a4e−a5ε−a6+1+a7,where a1=σmaxω21/2; a2=2ω11/εmax; a3=b11−ω11; a4=σmaxω22/2; a5=2ω12/εmax; a6=b12−ω12; and a7=σmax/2b2+1. ω11, ω12, b11, b12, ω21, ω22, and b2 are the calculation parameters of the BP neural network. The specific meanings of these parameters are shown in Figure 10.The relationship between stress and strain of fiber/cement-modified slurry with various fiber or cement contents could be obtained using equation (9), and the calculated data are summarized in Table 2. Table 2 lists the calculated results of fitting parameters in equation (9), while Figures 11 and 12 illustrate the fitting errors.Table 2
Calculated results of parameters in BP neural network.
Cement (c) and fiber (f) contents
a
1
a
2
a
3
a
4
a
5
a
6
a
7
Average error (kPa)
5%c
27.3
−1.28
9.72
−2228896
−0.94
−10.98
12.38
0.16
10%c
173
−1.05
3.07
2516991
1.11
9.6
−2516987
1.37
15%c
−135.6
2.12
−6.68
−332.9
−3.53
0.32
194.6
0.61
20%c
−188.8
0.77
−2.19
421
2.38
−0.45
−138.9
2.71
25%c
366.7
−1.58
7.55
−14359490
−1.11
−10.32
95.3
0.32
30%c
344.4
−1.17
5.9
578
2
−1.61
−443.6
0.19
20%c + 0.25%f
258.3
−1.09
5
−5265
−0.79
−2.77
38.87
0.17
20%c + 0.5%f
269.4
−1.18
4.66
727.6
1.53
0.11
−659
0.37
20%c + 0.75%f
195.4
−1.08
5.66
581.3
1.26
0.035
−511
2.04
20%c + 1%f
7227669
1.55
9.85
310
−1.17
3.36
−7227592
0.64Figure 11
Fitting result of stress-strain curve of cement-admixed slurry with cement content of 5%.Figure 12
Fitting result of stress-strain curve of cement and fiber admixed slurry with a cement content of 20% and a fiber content of 0.25%.Figures11 and 12 show that the BP neural network could reasonably fit the stress-strain curve of fiber/cement-modified slurry, with the maximum average error of 2.71 kPa (see Table 2).


## 4.3. Characterization of Strength Parameters

### 4.3.1. Peak Strengthqu

The peak strength of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (1), as shown in Figures 13 and 14.Figure 13
Peak strengthqu of slurry with various cement contents.Figure 14
Peak strengthqu of slurry with various fiber contents.Figure13 shows that the peak strength of cement-modified slurry gradually increased with the increase in the cement content. When the cement content increased from 5% to 25%, the peak strength increased from 50 kPa to 425 kPa. The peak strength almost increased linearly with the cement content, when cement content was within 15%. However, when the cement content increased from 25% to 30%, there was no obvious change in the peak strength.Figure14 shows that the peak strength fluctuated between 225 and 300 kPa due to the influence of adding polypropylene fiber. This indicates that adding polypropylene fiber had an insignificant effect on the short-term peak strength of cement-modified slurry.


### 4.3.2. Failure Strainεu

The failure strainεu of fiber/cement-modified slurry with various fiber and cement contents could also be obtained by substituting equation (9) and calculation data in Table 2 into equation (2), as shown in Figures 15 and 16.Figure 15
Failure strainεu of slurry with various cement contents.Figure 16
Failure strainεu of slurry with various fiber contents.Figure15 shows that the failure strain of cement-modified slurry first decreased from 4.5% to 1.6% when cement content increased from 5% to 10%. After that, failure strain remained stable within cement content from 10% to 20%. Then, it increased to 2.6% when cement content increased from 20% to 25%, and then it tended to be stable with the increase in the cement content. The reasons could be interpreted as follows: when the cement content was 5%, the cement-modified slurry was characterized as a plastic material, which could suffer a large plastic deformation; when the cement content was between 10% and 20%, the cement-modified slurry could be characterized as brittle and its deformation performance would decrease with increasing force; when the cement content was between 25% and 30%, the mechanical performance of cement-modified slurry may be dominated by the cementation bond and the failure strain of which tended to be stable.Figure16 shows that the failure strain of fiber/cement-modified slurry first increased for fiber content from 0 to 0.25%. Then, it dropped slightly for fiber content from 0.25% to 0.5%. When fiber content increased from 0.5% to 0.75%, the failure strain would reach its maximum value of 3%, and then it decreased to 1.6% when fiber content increased from 0.75% to 1%. This indicates that a fiber content of 0.25%–0.75% could increase the failure strain of fiber/cement-modified slurry, and 0.75% is the optimum fiber content in terms of increasing the ductility of the mixture, while the overuse of fiber (like fiber content of 1%) had no obvious effect of the failure strain of the mixture.


### 4.3.3. Initial Elastic ModulusE0

The initial elastic modulusE0 of fiber/cement-modified slurry with various contents of fiber and cement could be obtained by substituting equation (9) and calculation data in Table 2 into equation (3), as shown in Figures 17 and 18.Figure 17
Initial elastic modulusE0 of slurry with various cement contents.Figure 18
Initial elastic modulusE0 of slurry with various fiber contents.Figure17 shows that the initial elastic modulus E0 of cement-modified slurry first increased and then decreased with the increase of cement content. When the cement content was 5%–25%, the initial elastic modulus E0 of cement-modified slurry gradually increased from 3.6 to 52.6 MPa (although there was a slight drop in cement content from 15% to 20%); while the cement content was increased from 25% to 30%, the initial elastic modulus E0 of cement-modified slurry would decrease from 52.6 to 15.9 MPa.Figure18 shows that there was no obvious effect of fiber on the initial elastic modulus E0 of fiber/cement-modified slurry for fiber content within 0.75%. However, when the fiber content was increased from 0.75% to 1%, the initial elastic modulus (E0) of fiber/cement-modified slurry increased from 12 to 57.7 MPa.


### 4.3.4. Residual Strengthqc

The residual strengthqc of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (4), as shown in Figures 19 and 20.Figure 19
Residual strengthqc of slurry with various cement contents.Figure 20
Residual strengthqc of slurry with various fiber contents.Figure19 shows that the residual strength of cement-modified slurry gradually increased from 12.4 to 134.4 kPa with the increase in the cement content from 5% to 30%, although there was a slight drop in cement content from 5% to 10%.Figure20 shows that the residual strength qc of fiber/cement-modified slurry first decreased from 93.3 to 38.9 kPa for adding 0.25% fiber. Then, it increased from 38.9 to 77.1 kPa for fiber content from 0.25% to 0.5%, and it tended to be stable with the increasing fiber content from 0.5% to 1%.


### 4.3.5. Energy DissipationWs

The energy dissipationWs of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (6), as shown in Figures 21 and 22.Figure 21
Energy dissipationWs of slurry with various cement contents.Figure 22
Energy dissipationWs of slurry with various fiber contents.Figure21 shows that the energy dissipation Ws of cement-modified slurry gradually increased from 0.27 to 2.15 J with the increase in the cement content from 5% to 30%.Figure22 shows that there was no obvious variation of energy dissipation Ws, and it fluctuated between 0.96 and 1.21 J with fiber content. This indicates that adding polypropylene fiber had little influence in energy dissipation of short-term cured cement-modified slurry. This was because the interfacial strength among fiber, cement, and slurry could hardly play its role under this situation.


## 4.3.1. Peak Strengthqu

The peak strength of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (1), as shown in Figures 13 and 14.Figure 13
Peak strengthqu of slurry with various cement contents.Figure 14
Peak strengthqu of slurry with various fiber contents.Figure13 shows that the peak strength of cement-modified slurry gradually increased with the increase in the cement content. When the cement content increased from 5% to 25%, the peak strength increased from 50 kPa to 425 kPa. The peak strength almost increased linearly with the cement content, when cement content was within 15%. However, when the cement content increased from 25% to 30%, there was no obvious change in the peak strength.Figure14 shows that the peak strength fluctuated between 225 and 300 kPa due to the influence of adding polypropylene fiber. This indicates that adding polypropylene fiber had an insignificant effect on the short-term peak strength of cement-modified slurry.


## 4.3.2. Failure Strainεu

The failure strainεu of fiber/cement-modified slurry with various fiber and cement contents could also be obtained by substituting equation (9) and calculation data in Table 2 into equation (2), as shown in Figures 15 and 16.Figure 15
Failure strainεu of slurry with various cement contents.Figure 16
Failure strainεu of slurry with various fiber contents.Figure15 shows that the failure strain of cement-modified slurry first decreased from 4.5% to 1.6% when cement content increased from 5% to 10%. After that, failure strain remained stable within cement content from 10% to 20%. Then, it increased to 2.6% when cement content increased from 20% to 25%, and then it tended to be stable with the increase in the cement content. The reasons could be interpreted as follows: when the cement content was 5%, the cement-modified slurry was characterized as a plastic material, which could suffer a large plastic deformation; when the cement content was between 10% and 20%, the cement-modified slurry could be characterized as brittle and its deformation performance would decrease with increasing force; when the cement content was between 25% and 30%, the mechanical performance of cement-modified slurry may be dominated by the cementation bond and the failure strain of which tended to be stable.Figure16 shows that the failure strain of fiber/cement-modified slurry first increased for fiber content from 0 to 0.25%. Then, it dropped slightly for fiber content from 0.25% to 0.5%. When fiber content increased from 0.5% to 0.75%, the failure strain would reach its maximum value of 3%, and then it decreased to 1.6% when fiber content increased from 0.75% to 1%. This indicates that a fiber content of 0.25%–0.75% could increase the failure strain of fiber/cement-modified slurry, and 0.75% is the optimum fiber content in terms of increasing the ductility of the mixture, while the overuse of fiber (like fiber content of 1%) had no obvious effect of the failure strain of the mixture.


## 4.3.3. Initial Elastic ModulusE0

The initial elastic modulusE0 of fiber/cement-modified slurry with various contents of fiber and cement could be obtained by substituting equation (9) and calculation data in Table 2 into equation (3), as shown in Figures 17 and 18.Figure 17
Initial elastic modulusE0 of slurry with various cement contents.Figure 18
Initial elastic modulusE0 of slurry with various fiber contents.Figure17 shows that the initial elastic modulus E0 of cement-modified slurry first increased and then decreased with the increase of cement content. When the cement content was 5%–25%, the initial elastic modulus E0 of cement-modified slurry gradually increased from 3.6 to 52.6 MPa (although there was a slight drop in cement content from 15% to 20%); while the cement content was increased from 25% to 30%, the initial elastic modulus E0 of cement-modified slurry would decrease from 52.6 to 15.9 MPa.Figure18 shows that there was no obvious effect of fiber on the initial elastic modulus E0 of fiber/cement-modified slurry for fiber content within 0.75%. However, when the fiber content was increased from 0.75% to 1%, the initial elastic modulus (E0) of fiber/cement-modified slurry increased from 12 to 57.7 MPa.


## 4.3.4. Residual Strengthqc

The residual strengthqc of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (4), as shown in Figures 19 and 20.Figure 19
Residual strengthqc of slurry with various cement contents.Figure 20
Residual strengthqc of slurry with various fiber contents.Figure19 shows that the residual strength of cement-modified slurry gradually increased from 12.4 to 134.4 kPa with the increase in the cement content from 5% to 30%, although there was a slight drop in cement content from 5% to 10%.Figure20 shows that the residual strength qc of fiber/cement-modified slurry first decreased from 93.3 to 38.9 kPa for adding 0.25% fiber. Then, it increased from 38.9 to 77.1 kPa for fiber content from 0.25% to 0.5%, and it tended to be stable with the increasing fiber content from 0.5% to 1%.


## 4.3.5. Energy DissipationWs

The energy dissipationWs of fiber/cement-modified slurry with various fiber and cement contents could be obtained by substituting equation (9) and calculation data in Table 2 into equation (6), as shown in Figures 21 and 22.Figure 21
Energy dissipationWs of slurry with various cement contents.Figure 22
Energy dissipationWs of slurry with various fiber contents.Figure21 shows that the energy dissipation Ws of cement-modified slurry gradually increased from 0.27 to 2.15 J with the increase in the cement content from 5% to 30%.Figure22 shows that there was no obvious variation of energy dissipation Ws, and it fluctuated between 0.96 and 1.21 J with fiber content. This indicates that adding polypropylene fiber had little influence in energy dissipation of short-term cured cement-modified slurry. This was because the interfacial strength among fiber, cement, and slurry could hardly play its role under this situation.


## 5. Conclusion

The conclusions of this study on unconfined compression test of 7d fiber/cement-modified slurry were as follows:(1)
The BP neural network could accurately fit the stress-strain curve of the modified slurry during unconfined compression test.(2)
With the increase of cement content, the peak strength, residual strength, and energy dissipation of cement-modified slurry would increase. The initial elastic modulus increased first and then decreased, and the yield strain decreased first and then stabilized. Overall, cement content had a very significant impact on the strength properties of the modified slurry.(3)
With an increase of fiber content, the peak strength, residual strength, energy dissipation, initial elastic modulus, and failure strain illustrated unobvious variation. This implied that for short-term cured mixture (like 7 days in this study), the interfacial strength among fiber, cement, and slurry could hardly play its role due to insufficient hydration of cement.



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*Source: 3789403-2019-10-14.xml*