Analysis of the Elastic-Plastic Theoretical Model of the Pull-Out Interface between Geosynthetics and Tailings

Aiming at the strain-hardening and strain-softening phenomena between geosynthetics and tailings during pull-out tests, bilinear and trilinear shear stress-displacement softening models were proposed.*e pull-out process of the hardening reinforcement was divided into the elastic stage, elastic-hardening transition stage, and pure hardening stage. *e pull-out process of the softened reinforcement was divided into the elastic stage, elastic-softening transition stage, pure softening stage, softening-residual transition stage, and pure residual stage. *e expressions of the interface tension, shear stress, and displacement at the different stages under a pull-out load were derived through the interface basic control equation. At the same time, the evolution law of the interface shear stress at different pull-out stages was analysed, and the predicted results of the two elastic-plastic models were compared with the experimental results. *e results show that the predicted results are in good agreement with the experimental data, which verifies the validity of the proposed two elastic-plastic models for the progressive failure analysis of reinforcement at the pull-out interface. During the process of pull-out, the transition stage is not obvious. When the reinforcement is in the elastic stage, the nonlinearity andmaximum value of the interface shear stress increase with an increase in the elastic shear stiffness, while the tensile stiffness shows the opposite trend. When the reinforcement is in the hardening or softening stage, the larger the hardening (softening) shear stiffness is, the larger the change range of shear stress is and the more obvious the hardening (softening) characteristics of the reinforcement are. *e results comprehensively reflect the progressive failure of reinforcementtailing interfaces with different strain types and provide theoretical support for the study of the interface characteristics of geosynthetic-reinforced tailings.


Introduction
e strain hardening and strain softening of geosynthetics are common mechanical properties of geosynthetics in reinforced engineering.
is remarkable characteristic of geosynthetics has been emphasized in many experimental studies of the interface interactions between the reinforcement and soil [1,2]. Shi et al. [3] compared the reinforcement conditions of unidirectional and bidirectional geogrids and found that the pull-out curve of unidirectional geogrids tends to be strain softening, while the pull-out curve of bidirectional geogrids tends to be strain hardening. Generally, there are two kinds of mechanical tests to evaluate the interface properties of reinforced soil: the direct shear test and the pull-out test. However, in the analysis of the stability and interface interaction between the reinforcement and soil, the pull-out test [4] is more suitable because the stress and displacement in the pull-out test are gradually transferred from the pull-out end to the free end, which can fully reflect the interaction mechanism between the reinforcement and soil.
Generally, the relationship between the shear stress and displacement should be taken into account in the theoretical study of the interface characteristics between the reinforcement and soil [5][6][7][8][9][10]. Sobhi and Wu [11] proposed a pull-out interface model of retractable bars based on the elastic-plastic shear stress-displacement. Long et al. [12] used a parabolic fitting curve to describe the nonuniform shear distribution of the interface between the reinforcement and soil. Gurung et al. [13] and Misra et al. [14] used a hyperbolic model to analyse the relationship between the shear stress and displacement. Gurung [15] simplified the boundary conditions of the anchorage section on the basis of previous studies and obtained the stress and displacement solutions of the anchorage section by fitting the hyperbolic model. Esterhulzen et al. [16] proposed a hyperbolic displacement softening model before and after the peak value. Lin et al. [17] used linear simulations to simulate the plastic softening before and after the peak value and the shear stress and displacement changes in the plastic flow. Zhang et al. [18] proposed a three-stage elastic-plastic shear stress-displacement model, in which a hyperbolic model was used before the peak value, while a linear model was used to simulate the plastic softening and plastic flow after the peak value. Although the abovementioned interface model can effectively simulate pull-out behaviour, it fails to consider the interface progressive failure characteristics at different stages of the whole pull-out process.
To truly describe the progressive failure characteristics of the reinforcement-soil interface during different stages of the pull-out process, scholars worldwide have proposed some calculation models for the strain-softening characteristics of reinforcements. For example, Hong et al. [19] used the elastic-plastic theory model to study the progressive failure of the soil nail-soil interface under a pull-out state. Zhu et al. [20] and Chen et al. [21] deduced the analytical expressions of the axial force and shear stress at the reinforcement-soil interface at different pull-out stages through a three-parameter model. In the study of the interface characteristics of reinforcement-soil, there are few models for calculating the strain-hardening characteristics, and there is no computational model that includes both the strain hardening and strain softening of the reinforcement.
In this study, the strain hardening and strain softening of the pull-out curves between geosynthetics and tailings are investigated (hereafter referred to as strain-hardening reinforcement and strain-softening reinforcement). It is proposed that the hardening reinforcement undergoes three continuous stages during the pull-out process. Softening reinforcement goes through five continuous stages during the pull-out process. e distributions of the tension, shear stress, and displacement of two kinds of reinforcement at different pull-out stages are deduced. Moreover, the accuracy of the proposed two elastic-plastic pull-out models is verified by analysing and comparing the pull-out test results of two reinforcements. e evolution of the interface shear stress at different pull-out stages and its influencing factors are further studied.

Test Instrument.
e test instrument was a stripped-down YT1200 geosynthetic direct shear and pull-out system (Howard Nanjing Soil Instrument Manufacturing Company). e system mainly consisted of a test box (direct shear and pull-out), vertical loading system, horizontal loading system, and data acquisition system. e test equipment is shown in Figure 1. e inner dimensions of the pull-out test box were 300 × 300 × 220 mm. A narrow slit with dimensions 300 × 10 mm was opened in the middle of the front and back of the test groove to extract the geosynthetics. In the vertical loading system, the cylinder with a pressure sensor applied the overburden pressure through the reaction device. e cylinder was a 30 L air compressor. On top of the pressure loading system, there was a pressure plate with dimensions 295 × 295 × 10 mm, which evenly applied overburden pressures within the range of 0-200 kPa. e tension and compression motor of the horizontal loading system with a tension sensor had a controllable rate, which can exert a constant loading speed in the range of 0-5 mm/min and measure the test force. is machine was equipped with a control panel, which can set the overlying pressure, and the right side of the control panel was connected to the horizontal loading system, which can display the test results on a screen in real time and provide realtime monitoring of the test data for analysis or to stop the system in case of problems.

Parameter Index of the Tailing Filling and Geosynthetics.
e tailing filler used in the test came from the tailing reservoir of Dazhong Co., Ltd. in Baotou City, Inner Mongolia. To reduce the influence of the water content in the sand on the test results, dry tailings were used. e density of tailings was 1.83 g/ cm 3 , and the water content was 3.75%. e physical properties of the tailings were as follows: the effective particle size d 10 � 0.10 mm, the median particle size d 30 � 0.19 mm, and the restricted particle size d 60 � 0.30 mm. e calculations showed that the unevenness coefficient of the tailings C u was 3.5, and the curvature coefficient of the tailings C c was 1.2. e latter value is between 1 and 3, which indicates that the tailings were of poor gradation. e particle grading curve is shown in Figure 2.
As shown in Figure 3, the geosynthetics used in the test are short-fibre needle-punched geotextiles (Figure 3(a)) and TGSG35 biaxial tension plastic geogrids (Figure 3(b)). ese two geosynthetics have good application effects in various reinforcement projects. e concrete parameters of the reinforcement materials are shown in Table 1.

Test Principle.
During the tests, when the geosynthetics were going to be pulled out, it was assumed that the shear stress on the upper and lower surfaces of the reinforcement was distributed evenly and met the equilibrium condition. e interface peak shear strength τ p and the residual shear strength τ t can be obtained by the following calculation: where τ p and τ r are the peak shear strength and residual shear strength, kPa, respectively; T p and T r are the maximum pull-out force and residual pull-out force, kN, respectively; and A Interface is the area of the geosynthetics 2 Advances in Civil Engineering embedded in the direct shear or pull-out test box, which is the area of the shear plane in the test process, A Interface � 0.09 m 2 .
e pull-out tests were carried out under four different normal stresses (10 kPa, 20 kPa, 30 kPa, and 40 kPa). e interface interaction between the reinforcement and soil can be described by the pseudofriction coefficient f, which is generally calculated as the ratio of the interface friction strength to the corresponding normal stress: where σ n � (q s + ch) is the normal stress, in which q s is the additional stress, c is the bulk density of the filler, and h is the paving height of the filler (see Figure 4).    Figure 5. In the pull-out test curve of the geogrids, the pull-out force increases with an increase in the pull-out displacement, but the rate of increase slows gradually, showing the characteristics of strain hardening as a whole. However, in the pull-out test curve of the geotextiles, the pull-out force rapidly reaches its peak value with an increase in the pull-out displacement and then decreases obviously, showing strain-softening characteristics. In addition, both kinds of pull-out curves require a certain pulling force at the beginning of pull-out because the reinforcement requires a certain pulling force to resist the friction of the interface between the reinforcement and tailings.
According to formula (2), the relationship between the pull-out pseudofriction coefficient and normal stress can be calculated, as shown in Figure 6. e pseudofriction coefficient between geogrids and geotextiles is negatively exponential to normal stress. With an increase in the normal stress, the pseudofriction coefficient decreases and the    decreasing speed slows down gradually. e pseudofriction coefficient of geogrids is between 0.48 and 0.82. e pseudofriction coefficient of geotextiles in the peak state is between 0.50 and 0.88, the pseudofriction coefficient of geotextiles in the residual state is between 0.46 and 0.70, and the difference between them is approximately 30% under the same normal stress condition.

Strain-Hardening Model of the Reinforcement.
From the pull-out test results between geotextiles and tailings in Figure 5(a), it can be seen that the interface shear stress and the displacement curve of the strain-hardened reinforcement can be approximately expressed as an elastic relationship before reaching the peak value and then as strain-hardening characteristics. In this paper, the curve form is simplified to a bilinear shear stress-displacement relationship [23], as shown in Figure 7. It can be seen from the graph that the first stage (OA section) represents the relationship between the shear stress and displacement before the peak shear stress reaches a straight line, and the second stage (AB section) represents the strain hardening of reinforcement by a straight line. In Figure 7, K s1 and K s2 are the slopes of OA and AB, which are also called the elastic interface shear stiffness and hardening shear stiffness, respectively; τ o is the initial shear stress, and its value is the ratio of the initial pull-out force to the shear area, i.e., τ o � T o /2A; τ p is the peak shear stress of the interface; and

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When the shear stress increases to the ultimate shear stress of reinforcement, the failure of the reinforcement occurs. e ratio between them is defined as the failure ratio R f [18], i.e., R f � τ p /τ ult , which generally has a value between 0.5 and 1.0:

Strain-Softening Model of the Reinforcement.
According to the test results between the geogrid and tailings shown in Figure 5(b), the shear stress and the displacement curve of the strain-softening reinforcement interface can be approximately expressed as an elastic relationship before reaching the peak value and then as plastic softening and plastic flow. In this paper, the characteristic of this curve is simplified to a three-stage linear shear stress-displacement relationship [24], as shown in Figure 8. It can be seen from the figure that in the first stage (O′A′), the relationship between the shear stress and displacement before shear stress reaches its peak value is represented by a straight line; in the second stage (A′B′), the strain softening of reinforcement is represented by a straight line; and in the third stage (B′C′), the plastic flow of reinforcement is represented by a horizontal straight line. In Figure 8, k s1 is the slope of OA (the elastic shear stiffness), with k s1 � (τ p − τ o ′ )/u p , where τ p is the peak shear stress of the interface and u p is the corresponding displacement; τ o ′ is the initial shear stress, is the initial pull-out force; and k s2 is the slope of AB (softening shear stiffness) k s2 � ((τ r − τ p )/ (u r − u p )) < 0, where τ r is the residual shear stress of the interface and u r is the corresponding displacement. e analogical damage ratio defines the ratio between τ r and τ p as R f , that is, τ � R f k s1 u p , u > u r .
e suitability of the proposed model can be proven by referring to previous scholars' literature to increase the number of types of samples. Shi et al. [3] consider that the pull-out test curves of bidirectional plastic geogrids and different fillers (clay and sand) are generally strain hardening. Yang et al. [25] found that the pull-out curves are softening when studying the interface friction between geotextiles and loess. e suitability of the model can also be confirmed by the analysis of two mechanisms of geogridand geotextile-reinforced tailings. e main reason for strain hardening of geogrid-reinforced tailings is the blocking effect of the transverse rib of the geogrid. e strain-softening phenomenon of geotextile-reinforced tailings is due to the fact that when the pull-out force reaches the peak value with the increase of the pull-out displacement, the whole reinforcement undergoes sliding and strain-softening characteristics appear.

Fundamental Equation of the Reinforcement-Soil Interface
e pull-out test diagram of the reinforcement is shown in Figure 4. In the test, the bottom of the test groove and the lateral boundary are fixed, and the vertical upward pressure can be applied on the bearing plate. e length and thickness of reinforcement are L and t, respectively, and the tensile modulus is E. When the shear stress at x is τ, the microelement with length dx is taken for the analysis. e unit width of the reinforcement is taken as the width, and the boundary effect of the reinforcement is neglected. en, according to the force balance, it can be concluded that where T is the tensile force per unit width of the reinforcement at x, εdx is the deformation length of the microelement, and ε is the strain. Equation (5) can be rewritten as follows: e strain of reinforcement at x can be written as follows:

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where u is the relative displacement of the reinforcement at x. It is assumed that the strain is linearly correlated with the tensile force per unit width [21], i.e., From Equations (5)-(8), we can obtain the following: Et In general, the actual ε strain in the pull-out process is very small [25], which can be neglected. erefore, Equation (9) is approximately expressed as follows: Equation (10) is the basic equation of the interface between the reinforcement and soil, and it is of great significance to the study of the friction characteristics of the interface between the reinforcement and soil.

Analysis of the Hardening Pull-Out
Interface. Basic assumption: according to the definition of the theoretical model of the strain-hardening reinforcement, it is considered that the interface between the reinforcement and tailings will undergo an elastic stage, an elastic-hardening transition stage, and a pure hardening stage under a pull-out load, corresponding to stages I, II, and III in Figure 9, respectively. rough theoretical calculations, the expressions of the tension, shear stress, and displacement at each stage of pull-out can be obtained.

Elastic Stage (I Stage)
. When 0 ≤ u < u p , the shear stress and displacement are elastic, which satisfies the equation τ � K s1 u + τ o . e governing equation of this stage can be obtained by the simultaneous Equations (10) and (3a): where α � ������ � 2K s1 /Et. Solving Equation (11), the following can be obtained: where T e (x) is the tension of the reinforcement at the elastic stage and C 1 and C 2 are the integral constants.
In the pull-out test, when the tension at the pull-out end, i.e., x � 0, is T 0 and the tension at the free end, i.e., x � L, is 0, the following boundary conditions exist: By substituting the boundary condition (13) in Equation (12), we obtain T 01 , e tension expression of stage I can be obtained as follows: According to Equations (10) and (3a), the corresponding shear stress and displacement relations can be obtained: e transformation of the pull-out displacement u e0 can be obtained by substituting x � 0 into Equation (17): When u e0 � u p and τ p � K s1 u e0 + τ o , from Equation (18), the critical tension T c eh0 of the elastic stage and the elastic-hardening transition stage, i.e., the maximum tension in the elastic stage, can be obtained as follows:

Elastic-Hardening Transition Stage (II Stage).
With increasing tension, the interface shear stress gradually transfers from the pull-out end to the tail until it reaches its peak value. en, the plastic characteristics of the pull-out end begin to occur, and the strain-hardening phenomenon occurs and enters the II stage. e critical point P (x � L h ) is defined to divide the elastic zone and the hardening zone. When 0 ≤ x < L h , the interface is in the stage II hardening zone, and when L h < x ≤ L, the interface is in the stage II elastic zone (where L h is the length of the hardening zone).
e distributions of the interface tension, shear stress, and displacement in the stage II elastic zone are similar to those in the elastic stage; thus, we can obtain Advances in Civil Engineering where T 02 is the tension of the transition point P.
Considering that the interface shear stress at the transition point P is equal to the peak shear stress, the following result can be obtained: e relationship between the interface shear stress and displacement in the stage II hardening zone is defined by Equation (3b), and the simultaneous Equations (10) and (3b) can be obtained as follows: where β � ������ � 2K s2 /Et. Solving Equation (24) can yield where T h (x) is the tension of reinforcement at the hardening zone of stage II and C 1 and C 2 are the integral constants. Consider the boundary conditions as follows: By substituting the boundary condition (26) in Equation (25), we can obtain e expressions of the tension, shear stress, and displacement in stage II can be obtained as follows: Since the shear stress at the transition point P between the elastic zone and the hardening zone is continuous, i.e., , the following can be obtained: When L h � L, the critical tension T c h0 between the elastic-hardening transition stage and the pure hardening stage can be obtained by Equation (31):

Pure Hardening Stage (III Stage).
Similar to the analysis of the hardening zone of stage II, Equation (25) is still applicable to the pure hardening stage, and the boundary conditions are as follows: Hardening zone

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e expressions of the interface tension, shear stress, and displacement at the pure hardening stage are as follows: Let x � 0 be substituted into Equation (36) to obtain the transformation of the pull-out displacement u h0 at this stage: In the pure hardening stage, the interface pull-out force and shear stress at the pull-out end all increase. When the shear stress at the pull-out end increases to the ultimate stress τ ult of the reinforcement, the reinforcement is destroyed. en, (37) can be written as follows: In summary, closed solutions are obtained for the three stages of the pull-out process of strain-hardening reinforcement. e critical tension and the initial tension between the two stages are shown in Tables 2 and 3.

Verification of the Hardening Model.
To verify the elastic-plastic theoretical model of strain hardening, the pull-out test results between geogrids and tailings mentioned above are used for the simulation, and the predicted results are shown in Figure 10. According to the graph, the prediction results are in good agreement with the pull-out test results, and the model can effectively describe the progressive pull-out behaviour of geogrids in the tailings. Moreover, the displacement of stage II is relatively small compared with that of stages I and III, which is due to the large elastic modulus and the small length of reinforcement, resulting in the progressive failure of the reinforcement not obvious.
is transitional stage can be neglected in the analysis of the pull-out behaviour of geogrids in the tailings.
Furthermore, to better understand the five pull-out stages of geogrids in the tailings, the relationship between the interface shear stiffness (elastic shear stiffness K s1 and hardening shear stiffness K s2 ) and the initial shear stress with the normal stress is given, as shown in Figure 11. With an increase in the normal stress, K s1 and K s2 increase linearly. e initial shear stress is also linearly related to the normal stress, and the initial shear strength index can be obtained from the Mohr-Coulomb strength criterion.

Distribution of the Interface Shear Stress.
To visually reflect the stress evolution law of strain-hardening reinforcement at different stages of the pull-out interface, the interface shear stress distribution at three stages was analysed. e model parameters selected according to the above test results are shown in Table 4. To simplify the analysis, the model parameters were normalized. e normalized reinforcement position was X � x/L, and the normalized interface shear stress was ρ � τ/τ p . e parameters τ p � σ n f � 15.78 kPa, α � ������ � 2K s1 /Et � 1.20, and β � ������ � 2K s2 /Et � 0.26 were calculated. According to the model parameters given, the following formulas were substituted. (16)

Elastic Stage. Substitution of Equation
e substitution of Equation (19) indicates that the critical tension of the elastic stage and the elastic-hardening transition stage is T c eh0 � (2τ p tanh αL/α) � 9.08 kN/m.

Elastic-Hardening Transition Stage
e substitution of Equation (38) shows that the ultimate tensile force at the stage of pure hardening is T 04 � (2τ p tanh βL/R f β) � 11.81 kN/m. According to the above expression of the interface shear stress, the evolution law of the shear stress in the three stages of elastic, elastic-hardening transition, and pure hardening of the strain-hardening reinforcement can be obtained, as shown in Figure 12.
When T ≤ 9.08 kN/m, the interface is in the elastic stage, and the shear stress decreases nonlinearly from the pull-out end to the free end. When T � 9.08 kN/m, the interface is in Advances in Civil Engineering the critical stage of elastic and pure hardening, and the peak shear stress reaches 20 kPa at the pull-out end.
When 9.08 kN/m ≤ T ≤ 9.48 kN/m, the interface is in the transition stage of elastic-hardening, in which the shear stress at the pull-out end reaches its peak value and then drives the free end to continue to increase. e shear stress decreases from the pull-out end to the free end. When T � 9.48 kN/m, the free end also reaches its peak value, and the interface will enter the stage of pure hardening.
When 9.48 kN/m ≤ T ≤ 11.81 kN/m, the interface is in the stage of pure hardening, and the shear stress at the pullout end continues to increase until T � 11.81 kN/m, when the shear stress at the pull-out end reaches the ultimate stress and the reinforcement is damaged.

Parametric Impact Analysis.
From the above analysis, it can be seen that the interface shear stress is mainly affected by the elastic shear stiffness (K s1 ) and the tensile stiffness (Et)   in the elastic stage, and the distribution of shear stress in the hardening stage is related to the length of the hardening zone (L h ) and the hardening shear stiffness (K s2 ). e calculated parameters are consistent with those in the previous section, in which the ratio of the hardening zone length to the reinforcement length is defined as η � L h /L.

Elastic Stage.
e effect of the elastic shear stiffness (K s1 ) on the interface shear stress at different locations of the reinforcement in stage I is shown in Figure 13. e distribution of the interface shear stress in the elastic stage decreases nonlinearly from the pull-out end to the free end. e maximum shear stress is the same, which is the peak shear stress. e larger the K s1 is, the more obvious the nonlinearity of the interface shear stress curve is. e effect of the single-width tensile stiffness (Et) on the interface shear stress at different locations of the reinforcement in stage I is shown in Figure 14. It can be seen from the graph that the distribution of the interface shear stress decreases nonlinearly at this stage, but the smaller is the Et, the more obvious is the nonlinearity of the curve, which is due to the negative correlation between Et and K s1 (α � ������ � 2K s1 /Et).

Elastic-Hardening Transition
Stage. e influence of the hardening zone length L p (η) on the interface shear stress at different locations of the reinforcement in stage II is shown in Figure 15. It can be found from the graph that the interface shear stress in the elastic-hardening transition stage decreases nonlinearly in both the elastic zone and the hardening zone. e maximum shear stress is at the pull-out end, and the minimum shear stress is at the free end. e critical point of the two points is the transition point. e nonlinearity of the shear stress curve in the elastic zone is more obvious than that in the hardening zone. e effect of the hardening shear stiffness (K s2 ) on the interface shear stress at different locations of the reinforcement in stage II is shown in Figure 16. It can be seen from the graph that K s2 only affects the change in the shear stress in the hardening zone of stage II but has no effect on the change in the shear stress in the elastic zone. e larger the K s2 is, the larger the range of the shear stress curve in the hardening zone is.

Pure Hardening Stage.
e effect of the hardening shear stiffness (K s2 ) on the interface shear stress at different locations of the reinforcement in stage III is shown in Figure 17. It can be found from the graph that the larger the K s2 is, the greater the sag of the interface shear stress curve in stage III is. In practice, K s2 is very small. In the elastichardening transition stage, the shear stress at the pull-out end should be slightly larger than the peak shear stress and then slowly decrease until the shear stress at the pull-out end reaches the ultimate shear stress and the reinforcement is damaged.

Analysis of the Softening Pull-Out
Interface. Basic assumption: the pull-out process of the strain-softening reinforcement under the pull-out load is divided into five stages [24]: the elastic stage, elastic-softening transition stage, pure softening stage, softening-residual transition stage, and pure residual stage, corresponding to stages I, II, III, IV, and V in Figure 18, respectively. e expressions of   the interfacial tension, shear stress, and displacement at the different stages of pull-out can be obtained by theoretical calculations.

Elastic Stage (I Stage)
. Similar to the distribution law of the strain-hardening reinforcement in the elastic stage, the expressions of the tension, shear stress, and displacement at this stage can be obtained by Equations (10) and (4a): In Equation (41), x � 0 can be substituted to obtain the transformation of the pull-out displacement u e0 : when u e0 � u p and τ p � k s1 u e0 + τ o , the critical tension T c eh0 of the elastic and elastic-softening transition stages can be obtained from Equation (42), that is, the maximum tension in the elastic stage, (43)

Elastic-Softening Transition Stage (II Stage).
With increasing tension, the interface shear stress gradually transfers from the pull-out end to the tail until it reaches its peak value. en, the plastic characteristics of the pullout end begin to occur, and the strain-hardening phenomenon occurs and enters the II stage. e critical point P(x � L h ) is defined to divide the elastic zone and the hardening zone. When 0 ≤ x < L h , the interface is in the stage II hardening zone, and when L h < x ≤ L, the interface is in the stage II elastic zone (where L h is the length of the hardening zone).
e distributions of the interface tension, shear stress, and displacement in the stage II elastic zone are similar to those in the elastic stage: where T 02 is the pull-out force of the transition point P.
Considering that the interface shear stress of the transition point Q 1 is equal to the peak shear stress, the following can be obtained: e relationship between the interface shear stress and the displacement in the softening zone is defined by Equation (4b). e simultaneous Equations (10) and (4b) can be obtained as follows: where β � ������� − 2k s2 /Et > 0. Solving Equation (48) can yield where T s (x) is the tension of the reinforcement at the elastic stage and C 3 and C 4 are the integral constants. Consider the following boundary conditions: Since the shear stress at the transition point Q 1 between the elastic zone and the softening zone is continuous, i.e., Elastic zone 14 Advances in Civil Engineering τ e (x � L s ) � τ s (x � L s ), it can be determined that T 03 is as follows: e expressions of the interface tension, shear stress, and displacement in stage II can be obtained: when L s � L, the critical pull-out force T c s0 of the elasticsoftening transition stage and the pure softening stage can be obtained from Equation (52):

Pure Softening Stage (III Stage).
Similar to the analysis of the stage II softening zone, Equation (50) is still applicable to the pure softening stage with the following boundary conditions: e solution of the pure softening stage is as follows: Let x � 0 be substituted into Equation (60) to obtain the transformation of the pull-out displacement u s0 at this stage: In the pure softening stage, the interface tension and shear stress decrease. When u s0 � u r and τ r � k s2 (u s0 − u p ) + τ p , the critical pull-out force T c sr0 of the elastic-softening transition stage and the pure softening stage can be obtained from Equation (61); that is, the minimum pull-out force of the pure softening stage is (62)

Softening-Residual Transition Stage (IV Stage).
When the pull-out force decreases to T c sr0 , the pull-out end of the reinforcement begins to enter the residual state and gradually extends when the end of reinforcement enters stage IV. e transition point Q 2 (x � L r ) is defined to divide the softening zone and the residual zone. When 0 ≤ x < L r , the interface is in the residual zone of stage II, and when L r < x ≤ L, the interface is in the softening zone of stage II (L r is the residual zone length).
(1) Softening Zone (L s ≤ x ≤ L). e distributions of the tension, shear stress, and displacement in the pure softening stage are similar to those in the softening-residual transition stage (x ⟶ x − L r , L ⟶ L − L r , and T 04 ⟶ T 05 ). According to Equations (58)-(60), the relationship of the tension, shear stress, and displacement in the elastic zone of stage IV can be obtained: Since the interface shear stress at the transition point Q 2 is equal to the residual shear stress τ s (x − L r ) � τ r , it can be obtained according to Equation (64): e interface shear stress in the residual zone is equal to the residual shear strength, which can be obtained by Equations (10) and (4c): Consider the boundary conditions: It can be obtained as follows: Advances in Civil Engineering where e critical tension of the softening-residual transition stage and the pure residual stage is obtained at x � 0, and the result of the substitution of L r � L into Equation (69) is as follows:

Pure Residual Stage (V Stage).
e critical shear displacement at the pull-out end of the reinforcement is obtained by substituting x � 0 and L r � L into Equation (71): Assuming that the displacement of the reinforcement at the pull-out end is u 0 ′ , the distribution of the shear displacement can be derived as follows: At this stage, the tension T c r0 and the interface shear stress τ r remain constant. erefore, the distribution of tension at different locations of the reinforcement is as follows: In summary, closed solutions are obtained for the five stages of the pull-out process of strain-hardening reinforcement. e critical tension and the initial tension between the two stages are shown in Tables 5 and 6.

Verification of the Softening Model.
To verify the elasticplastic theoretical model of strain softening, the pull-out test results between geotextiles and tailings mentioned above are used for simulation, and the predicted results are shown in Figure 19. e predicted results are in good agreement with the pull-out test results, and the model can effectively describe the pull-out behaviour of geotextiles in the tailings. Moreover, the displacements of the II and IV stages are relatively smaller than those of the I, III, and V stages, so the two transitional stages can be neglected in the analysis of the pull-out behaviour of the geotextiles in the tailings.
In addition, to better understand the five pull-out stages of the geotextiles in the tailings, the relationship between the interface shear stiffness (elastic shear stiffness k s1 and softening shear stiffness k s2 ) and the initial shear stress with the normal stress is given, as shown in Figure 20. e graph shows that k s1 and k s2 increase linearly with an increase in the normal stress, and the initial shear stress is linearly related to the normal stress. e initial shear strength index can be obtained by the Mohr-Coulomb strength criterion.

Distribution of the Interface Shear Stress Values.
To visually reflect the stress evolution law of strain-softening reinforcement at different stages of the pull-out interface, the interface shear stress distribution at three stages was analysed. e model parameters selected according to the above test results are shown in Table 7. To simplify the analysis, the model parameters were normalized. e normalized reinforcement position is X � x/L, and the normalized interface shear stress is ρ � τ/τ p . e parameters τ p � σ n f � 16.80 kPa, τ r � R f τ p � 11.76 kPa, α � ������ 2k s1 /Et � 1.48, and β � ������� − 2k s2 /Et � 0.67 are calculated. According to the model parameters given, the following formulas are substituted: e substitution of Equation (43) shows that the critical tension of the elastic stage and the elastic-softening transition stage is T c es0 � (2τ p tanh αL/α) � 9.47 kN/m.
From Equation (70), the critical tension of the softeningresidual transition stage and the pure residual stage can be calculated to be T c s0 � 2τ r L � 7.06 kN/m.  I-II  II-III  III-IV  IV- According to the above expressions, the evolution laws of the pull-out interface shear stress in the elastic stage, the elastic-hardening transition stage, and the pure hardening stage of strain-softening reinforcement can be obtained, as shown in Figure 21. e graph shows the following.
When T ≤ 9.47 kN/m, the interface is in the elastic stage, and the shear stress decreases nonlinearly from the pull-out end to the free end. At that time, the interface is in the critical stage of the elastic and elastic-softening transition, and the pull-out end reaches the peak shear stress of 16.8 kPa.
When 9.47 kN/m ≤ T ≤ 10.03 kN/m, the interface is in the transition stage of elastic-softening, the shear stress first increases and then decreases, and the peak point is at the junction of the elastic zone and the softening zone. With increasing tension, the softening zone length increases, and the shear stress at the free end approaches the peak gradually. When T � 7.16 kN/m, the free end shear stress also reaches the peak value, and the interface will enter the stage of pure softening. When 7.16 kN/m ≤ T ≤ 10.03 kN/m, the interface is in the pure softening stage, and the shear stress increases nonlinearly from the pull-out end to the free end. When T � 7.16 kN/m, the shear stress at the pull-out end reaches the residual stress, and the interface will enter the softeningresidual transition stage. When 7.06 kN/m ≤ T ≤ 7.16 kN/m, the interface is in the softening-residual transition stage. In this stage, the pull-out end begins to enter the residual state and gradually transits to the free end. When T � 7.06 kN/m, the free end also reaches the residual stress, and the interface will enter the pure residual stage.
When T � 7.06 kN/m, the shear stress remains unchanged when the interface is in the pure residual stage.

Parametric Impact Analysis.
e results show that the interface shear stress is mainly affected by the elastic shear stiffness (k s1 ) and the single-width tensile stiffness (Et) in the elastic stage. e distribution of the shear stress in the softening stage and the residual stage is related to the length of the softening zone (L s ), the softening shear stiffness (k s2 ), the residual interval length (L r ), the elastic shear stiffness (k s2 ), and the failure ratio R f of the reinforcement. e calculated parameters are consistent with the previous section.
e ratio of the softening zone length to reinforcement length is defined as η � L s /L, and the ratio of residual zone length to the reinforcement length is defined as ξ � L r /L.

Elastic Stage.
e variation in the interface shear stress of the strain-softening reinforcement in the elastic stage is consistent with that of the strain-hardening reinforcement at this stage, which has not been thoroughly described here.

Elastic-Softening Transition Stage.
e influence of the softening zone length L s (η) on the interface shear stress at different locations of the reinforcement in stage II is shown in Figure 22. It can be found from the graph that the interface shear stress in stage II increases first and then decreases from the pull-out end to the free end, and the peak  value is at the critical point of the elastic zone and the softening zone in stage II. With an increase in η, the peak value of the interface shear stress gradually transfers to the free end. As shown in Figure 23, the effect of the softening shear stiffness (k s2 ) on the interface shear stress at different locations of the reinforcement in stage II is studied. It can be seen from the graph that k s2 only affects the change in the shear stress of the softening zone in stage II but has no effect on the shear stress of the elastic zone. e larger the k s2 is, the larger the range of the interface shear stress changes is, which indicates that the softening characteristics of the reinforcement are more obvious. Figure 24, the effect of the softening shear stiffness (k s2 ) on the interface shear stress at different locations of the steel bars in stage III was studied. It can be found from the graph that the interface shear stress increases nonlinearly from the pull-out end to the free end. e shear stress at the pull-out end is the smallest, and the shear stress at the free end is the largest. At this time, the shear stress at the pull-out end has been reduced to the residual stress.

Softening-Residual Transition Stage and Pure Residual
Stage. As shown in Figure 25, the effect of the softening shear stiffness (k s2 ) on the interface shear stress at different locations of the steel bars in stage IV is studied. It can be seen from the figure that k s2 only affects the change in the shear stress of the residual zone in stage IV, in which the softening zone decreases to the residual stress. e larger the k s2 is, the greater the nonlinear increase in the interface shear stress is.
As shown in Figure 26, the effect of the residual zone length L r (ξ) on the interface shear stress at different locations of the reinforcement in stage IV was studied. It can be seen from the graph that the interface shear stress is the smallest at the critical point between the softening zone and the residual zone in stage IV; at this time, the shear stress is the residual stress. e shear stress at the free end is the largest, which indicates that the interface friction of the reinforcement in the softening zone can more easily play a role, and the shear stress at the free end increases. With an increase in the residual zone length, the interface gradually transitions from the softening-residual stage to the pure residual stage. e distribution of the shear stress tends to be constant. e interface completely enters the residual stage, and the shear stress presents a horizontal distribution. at is, when the interface shear stress decreases to the residual stress, it will not change and will be in a plastic flow state, which is in accordance with the assumption.

Conclusions
(1) e pull-out test curves of the geogrids and tailings show strain-hardening characteristics, and the pullout test curves of the geotextiles and tailings show strain-softening characteristics. In addition, both kinds of pull-out curves require a certain pull-out force at the beginning of pull-out because the reinforcement requires a certain pull-out force to resist the friction of the interface between the reinforcement and tailings. (2) Considering that the initial pull-out force is required in the initial pull-out process, a bilinear shear stressdisplacement hardening model and a trilinear shear stress-displacement softening model are proposed. e pull-out process of the hardening reinforcement is divided into the elastic stage, the elastic-hardening transition stage, and the pure hardening stage. e pull-out process of softening reinforcement is divided into the elastic stage, elastic-softening transition stage, pure softening stage, softening-residual transition stage, and pure residual stage. Based on the interface basic governing equation, the analytical solutions of the interface tension, shear stress, and displacement at different stages under the pull-out load are derived, which satisfactorily reflect the progressive failure of the reinforcement-tailing interface.
(3) e predicted results of the two models are basically in agreement with the pull-out test data, which verifies the validity of the proposed two elasticplastic models for the progressive failure analysis of the reinforcement at the pull-out interface; in the pull-out process, the general transition stage is not obvious. e new linear shear stress-displacement hardening and softening model is simple, easy to calculate, and has good applicability and can be used in the study of the characteristics of pull-out interfaces. (4) In the pull-out process of the reinforcement, when the reinforcement is in the elastic stage, the nonlinearity and maximum value of the interface shear stress increase with an increase in the elastic shear stiffness, while the tensile stiffness is the opposite. When the reinforcement is in the hardening stage or the softening stage, the larger the hardening (softening) shear stiffness is, the larger the change in the range of the shear stress is and the more obvious the hardening (softening) characteristics of the reinforcement are.

Data Availability
e data used to support the findings of this study are included within the article.

Conflicts of Interest
e authors declare that there are no conflicts of interest regarding the publication of this paper. Advances in Civil Engineering 21