Investigation of the Mechanical Behavior of Polypropylene Fiber-Reinforced Red Clay

Abstract

Red clay is not easy to use as a natural foundation because of its high water content, high plasticity index, large void ratio, and susceptibility to shrinkage and cracking. In this study, consolidated undrained triaxial tests were conducted to examine the mechanical properties of polypropylene fiber-reinforced red clay and to analyze the influence of the fiber content (FC), fiber length (FL), and cell pressure on its shear strength. By performing a regression analysis on the test data, a hyperbolic constitutive model that considers the influence of FC, FL, and cell pressure was established, and a method was developed to estimate the parameters of the model. The findings show that, in contrast with the nonreinforced red clay, the fiber-reinforced red clay had a stress-strain curve characterized by typical strain hardening, with the shear strength increasing with FC, FL and cell pressure. The calculated results of the model coincide with the test results well, confirming that the hyperbolic model could appropriately describe the stress-strain relationship of polypropylene fiber-reinforced red clay and have reference value for the design and construction of fiber-reinforced red clay foundations.

1. Introduction

Rapid socioeconomic development, particularly accelerating industrialization and urbanization, is accompanied by the rapid emergence of massive urban buildings, high-speed railways, and freeways. Such development inevitably leads to the challenge of foundation engineering on unfavorable soils. Reinforcement techniques for soil are popular in geotechnical engineering. Geosynthetics (for instance, geogrids, geotextiles, geomembranes, and geocells) are widely utilized as reinforcement materials and have shown significant improvement effects in subgrade bed reinforcements, foundation base treatments, and applications to special-soil subgrades [1,2,3,4,5]. However, geosynthetics have vulnerabilities. In particular, when subjected to an external load, the reinforcement–filler interface may easily develop failure surfaces, thereby compromising the overall performance of the reinforced structure [6]. To effectively overcome this vulnerability of geosynthetics, researchers have attempted to use fibers to reinforce soils [7,8,9,10]. Fibers are mixed into soils at a certain ratio to create a composite material. The fiber is randomly and uniformly distributed in the soil to connect the fiber filaments and soil particles effectively. The fiber serves to confine the soil deformation in all directions, inhibit the development of failure surfaces, and thus enhance the shear strength through the fiber’s tensile strength and its friction and interlocking effect on the soil particles. Studies have shown that fiber could reinforce the shear strength, tensile strength, and liquefaction resistance of soils, but the improvement effect is influenced by a multitude of factors, for instance, fiber type, content, and length as well as cell pressure and particle gradation [11,12,13,14,15].

Many kinds of fibers are used in the method of fiber reinforcement to improve soil properties, including artificial fibers and natural fibers. Commonly used artificial fibers are PVA, polypropylene, nylon, and carbon fiber. Rafalko et al. [16] demonstrated that the toughness and strength of fiber-reinforced clay increased due to the addition of longer fibers, and the performance of PVA fiber is better than that of inert fiber. Boz and Sezer [17] concluded that freeze-thaw cycles decreased the UCS and ultrasonic pulse velocity of fiber-reinforced clay and that the polypropylene fiber was more resistant to freeze-thaw action than basalt fiber. Tomar et al. [18] indicated that polypropylene fiber acts as a reinforcing material and limits the development of tension cracks through the bridge effect on fiber-reinforced clay soil. Estabragh et al. [19] concluded that the UCS and axial strain of clay were improved through the addition of nylon fiber, and the failure modes changed from brittle to ductile. Gao et al. [7] pointed out that the UCS and brittle failure of clay were significantly improved with the addition of carbon fiber, and the reinforcement mechanism was a single carbon fiber (one-dimensional effect) and a fiber network (three-dimensional effect), respectively. Common natural fibers include basalt, hair, and coir fibers. Gao et al. [20] concluded that the basalt fiber could obviously improve the unconfined compressive strength (UCS) of clay soil, and the optimum values of FC and FL were 0.25% and 12 mm, respectively. Basson and Ayothiraman [21] investigated the shrinkage cracking properties of fiber-reinforced clay soil and concluded that the geometric and morphic behaviors of crack shapes were obviously changed by fiber action, and the polypropylene fiber was more effective in preventing cracking than the human hair and coir fibers. Anggraini et al. [22] observed that the shear strength and durability of marine clay were improved by nanomodified coir fibers, and the tensile strength and friction between the interfaces were the primary mechanisms to control the reinforcing effect.

Many studies on the influence of FL and FC on the shear strength and tensile strength of reinforced soil have been carried out. Based on the reverse direct shear test, Mirzababaei et al. [8] indicated that the shear strength increased with an increase in FC and FL, whereas the rate of increase decreased with the number of cycles. Ozkul and Baykal [9] concluded that the ductility, toughness, and resistance to tensile of clays improved with the addition of short fibers. Olgun [23] indicated that fiber addition results in the increased compressive and tensile strength of stabilized soil, and the shrinkage limit and crack reduction increased as FC and FL increased. Kravchenko et al. [24] demonstrated that the dynamic shear modulus of fiber-reinforced clay decreased as cell pressure increased, whereas the damping ratio increased with increasing shear strain and FC. Xue et al. [25] concluded that the cracking intensity factor of fiber-reinforced clay improved as FC increased, whereas the effect on surface contraction was non-significant. Meanwhile, the UCS and shear strength initially increased and then decreased as FC increased. Fiber-reinforced soil improves the strength of soil in a freeze-thaw cycle environment. Gao et al. [11] noted that the static and dynamic tensile strength of clay exposed to a freeze-thaw effect was obviously increased by the adjunction of basalt fiber, and the tensile strength did not continuously decrease with the freeze-thaw cycles.

Red clay—a high-plasticity clay formed by the strong chemical weathering of carbonate rocks, which are widely distributed in China (e.g., the Yunnan–Guizhou Plateau, eastern Sichuan, Hunan, Hubei, northern Guangdong, and northern Guangxi)—severely affects foundation stability because of its high water content, high plasticity index, large void ratio, and susceptibility of shrinkage and cracking. Thus, red clay foundations must be appropriately treated prior to the construction of superstructures. Jiang et al. [26] studied the mechanical characteristics of red clay reinforced by glass fiber with different contents by conducting unconfined compression tests and using the discrete element method. They concluded that the addition of glass fiber slowed the rapid development of cracks in the soil and increased the compressive strength of reinforced soil. With an increase in FC, the damage degree of the reinforced soil decreased, the susceptibility of the reinforced soil to local failures along the fiber–soil interface enlarged, and the compressive strength of the reinforced soil decreased. Dong et al. [27] reinforced red clay with different contents of lignin fiber and found that, with an increase in FC, the modulus of compression of reinforced red soil initially increased and then decreased, the internal friction angle (φ) basically did not vary, and the cohesion (c) exhibited a decrease–increase–decrease variation pattern. Wan and Peng [28] found that the addition of certain amounts of glass fiber and lime into red clay resulted in a notable increase in the modulus of compression, and the addition of lime resulted in a larger increase in the modulus of compression than the addition of glass fiber. The modulus of compression of the fiber-reinforced soil initially increased and then decreased with increases in FC and FL, peaking at an FC of 1‰ and an FL of 9 mm. Zeng et al. [6] demonstrated that the unconfined compressive strength of a polypropylene fiber-reinforced soil increased as FC and FL increased and was 1.18 to 2.54 times that of plain soil. Fiber could ameliorate the residual strength and resistance to failure of red clay and alter the failure mode from brittle to plastic. This change occurs because the fiber forms a spatial network structure in the soil that serves to confine the deformation and improves the integrity of the soil.

Studies have clearly shown that fiber reinforcement could ameliorate the mechanical characteristics of soil, thus significantly improving the strength, stiffness, liquefaction resistance, and stability of the foundation. Existing studies on fiber-reinforced soils have mainly focused on sands, with few studies on clays, especially the shear strength of red clay. Therefore, this study investigated the mechanical properties of polypropylene fiber-reinforced red clay and analyzed the effects of FC, FL, and cell pressure on the shear strength of the polypropylene fiber-reinforced red clay by triaxial tests. By fitting the test data, a hyperbolic constitutive model that considers the effects of FC, FL, and cell pressure was established. The model is of reference value in the design and construction of fiber-reinforced red clay foundations.

2. Materials and Methods

2.1. Testing Materials

The red clay sample was collected from Dalian, China. It was air dried, roller compacted, and screened with a 0.5mm sieve for subsequent use. The main physical and mechanical characteristics of red clay are shown in

Table 1. Physical characteristics of red clay.

Parameters	w/%	wop/%	wP/%	wL/%	IP	ρ/(g/cm3)	ρdmax/(g/cm3)
Values	8.5	16.8	17.1	33.4	16.3	1.65	1.83

. A single-strand polypropylene fiber with a circular cross-section and good dispersibility provided in the form of filament bunches was used in the tests. The physical and mechanical characteristics of the fiber are shown in

Table 2. Physical characteristics of polypropylene fiber.

Parameters	Values
Linear density/dtex	7.33
Diameter d/mm	0.025
Gravity γ/(g/cm3)	0.91
Tensile strength/MPa	592
Elongation at break/%	26.4
Initial elasticity modulus/MPa	4479
Fusion point/°C	163
Ignition point/°C	590
Resistance of acidity and basicity	High

. Fiber filaments of different lengths (7, 13, and 19 mm) were used in the study.

2.2. Specimen Preparation

The fiber filaments and red clay were uniformly and randomly mixed to ensure a good homogeneity of the prepared specimens. After numerous tests, it was found that when the clay had a high water content (close to the liquid limit), the fiber filaments could be basically uniformly distributed by adding the fiber filaments into the clay while stirring the fiber-clay mixture for a long time. However, obtaining the water content required for the specimens was difficult with this method. The issue of excessively high water content was resolved as follows: An appropriate amount of water was mixed with a mass of red clay to turn it into a flowing plastic material. The clay was loaded into a mixer, which was then started. Fiber filaments were added into the mixer while the fiber-clay mixture was stirred until the preset amount of fiber was mixed into the clay. The uniformity of the fiber-clay mixture was repeatedly checked while the mixture was being stirred. The uniformly mixed fiber-clay mixture was loaded into a container (Figure 1) and sealed by covering the surface with plastic cloth. The water in the specimens was drained using a vacuum pump until the water content was lowered to the required level.

The fiber content is defined as follows:

$$FC=\frac{m_{\mathrm{f}}}{m_{\mathrm{s}}}$$

(1)

where FC is the fiber content (%), m_f is the mass of the fiber (kg), and m_s is the mass of the dry soil (kg). Specimens with different FC (0.15%, 0.25%, 0.35%, 0.50%, and 0.80%) were prepared.

Specimens with a diameter of 39.1 mm and a height of 80 mm were prepared by compaction in five layers in a specimen compactor, with the layer-layer interface smoothed. The prepared specimens were saturated using the air extraction method.

2.3. Testing Method

Triaxial shear tester with stress-strain control was used to conduct a series of consolidated undrained tests on specimens with different FL and FC at different cell pressures to investigate the shear strength characteristics of fiber-reinforced red clay.

Table 3. Test scheme.

σ3 (kPa)	FL (mm)	FC (%)
100	0	0
	7	0.15, 0.25, 0.35, 0.50, 0.80
	13	0.15, 0.25, 0.35, 0.50, 0.80
	19	0.15, 0.25, 0.35, 0.50, 0.80
200	0	0
	7	0.15, 0.25, 0.35, 0.50, 0.80
	13	0.15, 0.25, 0.35, 0.50, 0.80
	19	0.15, 0.25, 0.35, 0.50, 0.80
300	0	0
	7	0.15, 0.25, 0.35, 0.50, 0.80
	13	0.15, 0.25, 0.35, 0.50, 0.80
	19	0.15, 0.25, 0.35, 0.50, 0.80

shows the testing scheme. The specimens were prepared using the wet loading method. They were saturated, consolidated, and subjected to shearing. The strain control mode was used with a shear strain rate of 0.08 mm/min. A specimen was considered to fail when the principal stress difference peaked or, if no such a peak was observed, when the axial strain reached 15%.

3. Results and Discussion

3.1. Shear Strength of Fiber-Reinforced Red Clay

3.1.1. Effect of Fiber Content on Strength

Figure 2 shows the influence of FC on the strength of the reinforced red clay with a cell pressure of 200 kPa. As shown in the figure, the specimens with different FL exhibited basically consistent stress-strain curves, but the fiber-reinforced and plain red clay specimens exhibited completely different stress-strain curves. The axial strain of reinforced clay specimens increased as the deviatoric stress increased but exhibited no peak, whereas for the plain clay specimen, the axial strain first increased, then peaked and gradually decreased. This finding indicates that the fiber-reinforced red clay was characterized by strain hardening, which became more notable as FC increased. As shown in Figure 2c, if the ultimate strain is defined as 9%, the peak strength of the plain red clay was 403 kPa; the specimens reinforced with 0.15% and 0.80% 19 mm fiber filaments had strengths of 671 and 1055 kPa, or improvements of 66.5% and 161.8%, respectively. If the ultimate axial strain is defined as 15%, the reinforced red clay specimens with the five different FC had strengths of 755, 832, 915, 1030, and 1259 kPa, equal to 1.87 to 3.12 times the strength of the plain red clay. This result clearly indicates that the addition of fiber could improve the strength of clay specimens. These findings are in agreement with the results reported by Kumar et al. [10], where unconfined compressive strength tests were conducted.

3.1.2. Effect of Fiber Length on Strength

Figure 3 shows the effects of the reinforced specimens on strength at the different FC levels, at the cell pressure of 200 kPa. For a given FC, the stiffness gradually increased as the FL increased, and the strain-hardening characteristic became more notable, as shown by the increasing tangent modulus of the curves, indicating that the shear strength of reinforced red clay increases with increases in FL. Mirzababaei et al. [8] found a consistent conclusion by direct shear tests: the shear strength of fiber-reinforced soft soil increased as the FL increased. For the red clay reinforced with randomly and uniformly distributed fiber filaments, there was a certain quantity of fiber filaments on the shear failure surface, and the two ends of the filaments were anchored on the two sides of the failure surface. When a relative dislocation between the two sides of the failure surface occurred, the fiber filaments were placed in tension. As shown in Table 2, the fiber had a large initial elasticity modulus and tensile strength (592 MPa). Therefore, the fiber provided a large tensile resistance at a small tensile deformation, thereby confining the extension of the failure surface and improving the shear strength. Because the tensile resistance provided by the fiber filaments was related to their length of anchorage on the two sides of the shear failure surface, the increase in FL led to an increase in tensile resistance and shear strength until the tensile failure of the fiber. To verify the above-discussed inference, the parameters related to the consolidated undrained shear strength of specimens (

Table 4. Shear strength of fiber-reinforced red clay.

Fiber Length FL/mm	Fiber Content FC/%	Cohesion c/kPa	Angle of Internal Friction φ/(°)
0	0	93.25	14
7	0.15	106.42	20
	0.25	125.16	20
	0.35	142.20	20
	0.50	163.58	20
	0.80	208.41	22
13	0.15	141.30	20
	0.25	160.85	21
	0.35	180.19	21
	0.50	211.54	21
	0.80	269.04	21
19	0.15	188.33	20
	0.25	211.19	21
	0.35	234.01	21
	0.50	270.95	22
	0.80	349.52	22

) were analyzed. As can be seen in Table 4, at a certain FL, with the increase in FC, the c clearly increases, but there is little variation in the φ of the fiber-reinforced red clay. At a certain FC, with the increase in FL the c increases, but there is only a small variation in the φ. The results are consistent with those of Dong et al. [27] and Chen et al. [29].

3.1.3. Effect of Cell Pressure on Strength

Figure 4 exhibits the test results for the reinforced specimens with FC of 0.25% and 0.50%. As shown in the figure, the specimens with different FL had similar stress-strain curves. The strength of the fiber-reinforced clay increased with cell pressure. Gao et al. [30] and Liu [31] studied the strength of basalt fiber-reinforced clay and silty clay, respectively, and reached consistent conclusions with this study. Anggraini et al. [22] investigated marine clay soil with nanomodified coir fiber and found that the treated soil had peak strength, and it increased with an increasing level of cell pressure. The red clay specimen reinforced with 0.50% 19 mm fiber filaments subjected to cell pressures of 100, 200, and 300 kPa had strengths of 914, 1030, and 1143 kPa, respectively, at an axial strain of 15%. For a given cell pressure, strength increased with the increase in FC. This positive relationship was more notable at large axial strains. The specimens mixed with 0.25% and 0.50% 19 mm fiber filaments had strengths of 949 and 1143 kPa, respectively, at a cell pressure of 300 kPa.

3.2. Constitutive Model for Fiber-Reinforced Red Clay

3.2.1. Model Establishment

Duncan and Chang [32] suggested that the stress-strain relationship of soils could be represented using the following hyperbolic model:

$${\sigma }_1-{\sigma }_3=\frac{{\epsilon }_1}{a+b{\epsilon }_1}$$

(2)

where σ₁ is the axial stress, ε₁ is the axial strain, and a and b are testing parameters.

Equation (2) can be transformed as follows:

$$\frac{{\epsilon }_1}{{\sigma }_1-{\sigma }_3}=a+b{\epsilon }_1$$

(3)

The test results were plotted as ε₁/(σ₁ − σ₃) – ε₁ curves. The intercept a and slope b of the fitted straight lines were obtained through regression. A single-factor analysis of the testing parameters showed that parameter b was negatively related to FC, FL, and cell pressure. Thus, parameter b can be defined as follows:

$$b=\frac{a_2}{FL\cdot FC\cdot {\sigma }_3}$$

(4)

Substituting Equation (4) into Equation (3) and arranging the terms gives the following equation:

$$\frac{{\epsilon }_1}{{\sigma }_1-{\sigma }_3}=a_1+\frac{a_2}{FL\cdot FC\cdot {\sigma }_3}{\epsilon }_1$$

(5)

where a₁ (a₁ = a) and a₂ (a₂ = b·FL·FC·σ₃) are the two parameters of the model.

Thus, the two model parameters, a₁ and a₂, can be obtained by fitting test data.

3.2.2. Fitting of Model Parameters

Figure 5 shows the test results for the specimens with different FL and FC with a cell pressure of 200 kPa. The curves basically exhibit a linear relationship. At a certain FL, the curve slope decrease with the increase in FC. At a certain FC, the curve slope decreases with the increase in FL. The values of parameters a, b, a₁, and a₂ were obtained through regression of the test data, as shown in

Table 5. Model parameters under 200 kPa cell pressure.

σ3 (kP)	FL (mm)	FC (%)	a	b	a1	a2	R2	a1*	a2*
200	7	0.15	0.00269	0.00176	0.00269	0.00370	0.99966	0.00300	0.00370
	7	0.25	0.00268	0.00161	0.00268	0.00564	0.99896		0.00554
	7	0.35	0.00251	0.00147	0.00251	0.00720	0.99909		0.00739
	7	0.50	0.00235	0.00132	0.00235	0.00924	0.99848		0.00924
	7	0.80	0.00222	0.00106	0.00222	0.01187	0.99817		0.01109
	13	0.15	0.00343	0.00141	0.00343	0.00550	0.99747		0.00554
	13	0.25	0.00305	0.00128	0.00305	0.00832	0.99734		0.00832
	13	0.35	0.00283	0.00118	0.00283	0.01074	0.99703		0.01109
	13	0.50	0.00254	0.00104	0.00254	0.01352	0.99819		0.01386
	13	0.80	0.00265	0.00082	0.00265	0.01706	0.99340		0.01663
	19	0.15	0.00385	0.00107	0.00385	0.00610	0.99940		0.00628
	19	0.25	0.00387	0.00095	0.00387	0.00903	0.99755		0.00942
	19	0.35	0.00376	0.00086	0.00376	0.01144	0.99748		0.01257
	19	0.50	0.00352	0.00075	0.00352	0.01425	0.99262		0.01571
	19	0.80	0.00305	0.00059	0.00305	0.01794	0.99771		0.01885

. The regression results at different cell pressures, FL, and FC showed strong correlations, with the coefficients of determination (R²) being larger than 0.99, confirming that the hyperbolic model is suitable for describing the stress-strain relationship of fiber-reinforced red clay.

A statistical analysis of the model parameters showed the following patterns: (1) For a given cell pressure, parameter a₁ varies in a small range as FL and content vary. Thus, the mean value of parameter a₁ is used as the approximate value of a₁*. (2) For a given cell pressure and FL, the value of parameter a₂ increases with FC. Thus, the value of a₂ at FC = 0.15% is used as the basic value of a₂. The values of a₂* at the other five content levels are calculated as follows: a₂* (FC = 0.25%) = 1.5a₂* (FC = 0.15%); a₂* (FC = 0.35%) = 2.0a₂* (FC = 0.15%); a₂* (FC = 0.50%) = 2.5a₂* (FC = 0.15%); a₂* (FC = 0.80%) = 3.0a₂* (FC = 0.15%). (3) For a given cell pressure and FC, the value of parameter a₂ increases with FL. Thus, the value of a₂ at FL = 7 mm is used as the basic value. The values of a₂* at the other FL are calculated as follows: a₂* (FL = 13 mm) = 1.5a₂* (FL = 7 mm); a₂* (FL = 19 mm) = 1.7a₂* (FL = 7 mm).

Parameters a₁* and a₂* are estimated using the above-mentioned method. Table 5 shows the results. Thus, for fiber-reinforced red clay subjected to a given cell pressure, the parametric values of the constitutive model at the basic conditions (FL = 7 mm, FC = 0.15%) can be obtained by conducting a test under these basic conditions and performing a regression analysis on the test data; the parametric values for other conditions can be derived using the above-discussed relationships, thereby significantly reducing the number of tests that would otherwise be necessary to characterize the stress-strain relationship under different conditions.

3.2.3. Model Validation

To prove the validity of the model, the test results under cell pressures of 100 and 300 kPa were calculated according to the above-mentioned method. The calculation results of the parameters are shown in

Table 6. Model parameters under 100 and 300 kPa cell pressure.

σ3 (kP)	FL (mm)	FC (%)	a	b	a1	a2	R2	a1*	a2*
100	7	0.15	0.00304	0.00218	0.00304	0.00229	0.99941	0.00250	0.00229
	7	0.25	0.00242	0.00194	0.00242	0.00340	0.99989		0.00344
	7	0.35	0.00152	0.00182	0.00152	0.00446	0.99982		0.00458
	7	0.50	0.00171	0.00160	0.00171	0.00560	0.99901		0.00573
	7	0.80	0.00184	0.00124	0.00184	0.00694	0.99696		0.00687
	13	0.15	0.00318	0.00171	0.00318	0.00334	0.99947		0.00344
	13	0.25	0.00328	0.00148	0.00328	0.00481	0.99847		0.00515
	13	0.35	0.00296	0.00134	0.00296	0.00610	0.99853		0.00687
	13	0.50	0.00212	0.00121	0.00212	0.00787	0.99795		0.00859
	13	0.80	0.00205	0.00094	0.00205	0.00978	0.99713		0.01031
	19	0.15	0.00303	0.00134	0.00303	0.00382	0.99979		0.00389
	19	0.25	0.00252	0.00120	0.00252	0.00570	0.99988		0.00584
	19	0.35	0.00294	0.00105	0.00294	0.00698	0.99787		0.00779
	19	0.50	0.00257	0.00090	0.00257	0.00855	0.99734		0.00973
	19	0.80	0.00234	0.00071	0.00234	0.01079	0.99629		0.01168
300	7	0.15	0.00361	0.00140	0.00361	0.00441	0.99916	0.00350	0.00441
	7	0.25	0.00348	0.00131	0.00348	0.00688	0.99663		0.00662
	7	0.35	0.00339	0.00122	0.00339	0.00897	0.99945		0.00882
	7	0.50	0.00325	0.00108	0.00325	0.01134	0.99890		0.01103
	7	0.80	0.00314	0.00090	0.00314	0.01512	0.99801		0.01323
	13	0.15	0.00383	0.00117	0.00383	0.00684	0.99991		0.00662
	13	0.25	0.00367	0.00107	0.00367	0.01043	0.99877		0.00992
	13	0.35	0.00343	0.00099	0.00343	0.01351	0.99836		0.01323
	13	0.50	0.00336	0.00090	0.00336	0.01755	0.99865		0.01654
	13	0.80	0.00327	0.00074	0.00327	0.02309	0.99845		0.01985
	19	0.15	0.00369	0.00098	0.00369	0.00838	0.99913		0.00750
	19	0.25	0.00364	0.00088	0.00364	0.01254	0.99966		0.01125
	19	0.35	0.00363	0.00081	0.00363	0.01616	0.99800		0.01499
	19	0.50	0.00361	0.00070	0.00361	0.01995	0.99621		0.01874
	19	0.80	0.00353	0.00058	0.00353	0.02645	0.99498		0.02249

. The estimated parametric values in Table 5 and Table 6 were substituted into Equation (5) to obtain the deviatoric stress of the fiber-reinforced red clay using the known axial strain. The comparison of the measured and predicted results is shown in Figure 6. The model results agree well with the test results with different cell pressures, FL and FC, with a maximum error of less than 10%, thus proving that the model can appropriately express the stress-strain relationship of fiber-reinforced red clay.

4. Conclusions

Triaxial tests were conducted to study the mechanical properties of fiber-reinforced red clay and to investigate the effects of FC, FL, and cell pressure on its shear strength. Through fitting the experimental data, a hyperbolic constitutive model that considers the effects of FC, FL, and cell pressure was established. The major conclusions are summarized as follows:

(1)

The stress-strain curve of the fiber-reinforced red clay exhibited a typical strain-hardening property, which became more notable as FC and FL increased. The shear strength of the fiber-reinforced red clay significantly increased as FC, FL, and cell pressure increased.

(2)

The fiber could provide tensile resistance at a small deformation, thereby confining the extension of the failure surface and improving the shear strength. With an increases in FC and FL, the cohesion c of the fiber-reinforced red clay increased significantly, whereas the internal friction angle φ varied only slightly.

(3)

When considering the impact of cell pressure, FL, and FC, the results of the hyperbolic constitutive model coincide with test results well, confirming that the model can appropriately express the stress-strain relationship of the fiber-reinforced red clay.

In this paper, the shear properties of fiber-reinforced red clay were investigated only under static loading. In future studies, the mechanical properties of fiber-reinforced red clay under dynamic loading, the stress path, and the reinforcement mechanism will be the focus points.