Mechanical Properties of High-Strength High-Performance Reinforced Concrete Shaft Lining Structures in Deep Freezing Wells

As coal resources must be mined from ever deeper seams, high-strength, high-performance concrete shaft linings are required to resist the load of the soil surrounding the deep freezing well. In order to determine the optimal concrete mix for the unique conditions experienced by such high-strength high-performance reinforced concrete shaft lining (HSHPRCSL) structures in deep freezing wells, an experimental evaluation of scaled HSHPRCSL models was conducted using hydraulic pressure load tests. It was observed that as the specimens ruptured, plastic bending of the circumferential reinforcement occurred along the failure surface, generated by compression-shear failure. (ese tests determined that HSHPRCSL capacity was most affected by the ultimate concrete uniaxial compressive strength and the thickness-diameter ratio and least affected by the reinforcement ratio. (e experimental results were then used to derive fitting equations, which were compared with the results of theoretical expressions derived using the three-parameter strength criterion for the ultimate bearing capacity, stress, radius, and load in the elastic and plastic zones. (e proposed theoretical equations yielded results within 8% of the experimentally fitted results. Finally, the finite element analysis method is used to verify the abovementioned results, and all errors are less than 12%, demonstrating reliability for use as a theoretical design basis for deep HSHPRCSL structures.


Introduction
As the more accessible portions of coal resources near the surface are gradually depleted in large coal producing Chinese provinces such as Hebei, Henan, Shandong, and Anhui, it is necessary to mine deeper coal seams. As mines are constructed deeper, the alluvium traversed by the shaft lining becomes thicker and thicker. For example, the Wanfu Mine, currently under construction at the Juye Coalfield in Shandong, and the Kouzixi Mine, being planned for the Zhangou Coalfield in Anhui, will traverse 600-800 m of overlying ground. is, naturally, results in an increase in the ground pressure acting on the shaft lining. To resist strong frost heave pressure and permanent load acting on the freezing shaft lining in such deep alluvium, it is necessary to provide a high-strength shaft lining structure [1,2]. According to the theory of shaft lining structural design, the primary method of improving the ultimate bearing capacity of a freezing shaft lining is to increase the thickness of the shaft lining, use steel plate on the inside face of the lining as a concrete restraint structure, or cast the shaft using highstrength concrete. Among these options, the most effective measure is to increase the concrete strength in the shaft lining by using high-strength, high-performance concrete (HSHPC) [3], such as grades C60 to C80, in the design of the deep freezing shaft lining structure.
Although C60-C80 grade HSHPC has been used in China in bridge, water conservation, and high-rise building projects, the construction environment and performance requirements of these HSHPCs are quite different from those required of deep-alluvium freezing shaft lining concrete. Because the thickness of the inner and outer shaft lining increases from about 0.7 m in shallow strata to about 1.2 m in deep strata, the use of HSHPC in these deep structures is classified as a mass concrete project, and accordingly the control of cracking is a significant challenge during the construction process. To ensure the safety of the wellbore as it is sunk to such depths, the average design temperature of the freezing wall is reduced from about −10°C to about −15°C. As the temperature of the freezing wellbore is decreased, the difference between the internal and external temperature of the shaft lining concrete increases, resulting in a deterioration of the concrete curing environment. Generally, when constructing a shaft lining in deep alluvium using a freezing wellbore, the concrete should have high strength, high impermeability, and good workability [4]. erefore, to ensure that the HSHPC mix ratio used in shaft construction is economical, reasonable, and reliable, it is essential to conduct research on the preparation and behaviour of HSHPC in deep freezing wells.
Domestic and foreign scholars alike have conducted a great deal of research into concrete shaft linings [5][6][7][8][9][10], but there has been little research into the mechanical properties of a high-strength, high-performance reinforced concrete shaft lining (HSHPRCSL) structure, and most of this existing research has been mainly experimental [3,[11][12][13][14]. Yang derived a practical equation for the radial and vertical bearing capacity of a concrete shaft lining using the results of a destructive testing program of concrete shaft lining models and expressed the concrete strength criterion for the inner face of the shaft lining in a form similar to the Coulomb shear strength criterion equation [7]. Rong et al. obtained an experimental regression equation for the ultimate bearing capacity of a shaft lining using the experimental results of shaft lining model tests and analysed the mechanical properties of the shaft lining structure using the Mohr-Coulomb strength criterion [14]. Assuming that the external load is not too large, it is often more practical to analyse the mechanical properties of shaft lining concrete using the Mohr-Coulomb criterion, but it has been found that the mechanical properties of concrete under multiaxial stress should be considered under large external loads [15]. Indeed, the vertical shaft lining of a coal mine shaft constructed using the freezing method in deep alluvium generally adopts a double-layer shaft lining structure type in which the concrete of the inner shaft lining of the freezing well is generally in a bi-or tridirectional stress state [16][17][18]. Because the three-parameter strength criterion [19][20][21][22] considers the influence of multiaxial stress, it is better equipped to reflect the mechanical properties of an HSHPRCSL under multiaxial stress.
In view of the current state of HSHPRCSL research and according to the special curing environment and construction conditions of deep freezing shaft linings, in this study, the qualities of different mix ratios are evaluated in preparation tests of C60-C80 HSHPC to obtain an optimal mix. According to the stress characteristics of the inner shaft lining of a deep freezing well, the mechanical properties and failure characteristics of the HSHPRCSL structure are then studied using model tests and theoretical calculations. A three-parameter strength criterion conforming to the strength characteristics of the concrete is then adopted to derive an analytical expression for the ultimate bearing capacity and stress distribution in the elastic and plastic zones of an HSHPRCSL structure. Finally, the finite element analysis method is used to verify the abovementioned results. e resulting conclusions provide a design basis for the engineering application of HSHPC in deep freezing shaft lining structures.

Objectives of HSHPC Preparation.
High-strength, highperformance concrete possesses excellent properties before and after hardening that are provided by mixing a fine active admixture and high-efficiency compound water-reducing agent under conditions of low cement content and low watercement ratio. ese properties generally include high workability, high impermeability, high volume stability (no cracking during hardening and smaller shrinkage and creep), high strength (above C30 grade), the maintenance of continuous growth in long-term strength, and ultimately excellent durability when subjected to a harsh environment. In view of the special curing environment and construction conditions of the inner shaft lining of a freezing shaft in deep alluvium, the inner shaft lining concrete should possess high strength, crack resistance, seepage prevention, and high early strength to prevent leakage of the shaft lining after the thawing of the frozen wall. erefore, the preparation of HSHPC for an inner shaft lining should address the following principle qualities: (i) Ultrahigh early strength with which concrete can be demoulded 10 hours after pouring (ii) Simple preparation process (iii) Good workability and a slump greater than 180 mm, which is convenient for transportation and pouring (iv) Low hydration heat and high durability (v) High volume stability and high impermeability

Preparation of HSHPC.
Various factors affecting the strength, fluidity, and durability of HSHPC include the variety and dosage of cement, the mix ratio of the concrete, the variety and dosage of admixtures and externally mixed active materials, the aggregate gradation, the construction process, and the environmental conditions at the site. In general, the common mix for grade C60 HSHPC and above consists of a high-grade cement, superplasticiser (with a water reduction rate greater than or equal to 35%), mineral admixture, high quality aggregate, and controlled sand content.

2.3.2.
Aggregate. e fine aggregate used in this study was Huaibin medium sand from Henan Province with a fineness modulus of 2.9, a bulk density of 1540 kg/m 3 , and a mud content of 1.6%. e coarse aggregate used was Shangyao limestone gravel from Huainan City and Mingguang basalt from Chuzhou City, both in Anhui Province, which have a crushing index of 8.3% and 3.3%, respectively, and a continuous grain size grade of 5-31.5 mm.

Water Reducing Agent.
In consideration of the special use environment of HSHPC in shaft linings, it is critical that an admixture be selected that provides excellent performance with the raw materials in the mix. A compatibility test was accordingly conducted by evaluating eight types of high-efficiency composite water-reducing agents (superplasticisers). In the end, an NF naphthalene-based superplasticiser produced by Huainan Mining Group Synthetic Material Co., Ltd., was selected for use in the experiments due to its good compatibility with the other materials in the mix.

Mineral Admixture.
e mineral admixtures used in the experiments were a silicon powder produced by Shanxi Dongyi Ferroalloy Factory, a ground slag produced by Hefei Iron and Steel Group of Jinjiang Building Materials Co., Ltd., and a Grade I fly ash produced by Huainan Pingwei Power Plant. e main chemical components of the silicon powder and ground slag are provided in Table 1.
e type of silicon powder used in this study contained extremely fine particles consistent with an ultrafine solid material with ultrafine characteristics. e SiO 2 content of the silicon powder was greater than 90%, its average particle size was 0.1-0.15 μm, its minimum particle size was 0.01 μm, and particles of less than 1 μm accounted for more than 80% of the powder. e specific surface area was 250 000-350 000 cm 2 /g, which is 70-90 times that of cement. e specific gravity was 2.1-3.0 g/cm 3 , and the bulk density was 200-250 kg/m 3 . e specific surface area of the ground slag was 3800 cm 2 /g. e water demand ratio of the fly ash was 89%, its loss on ignition was 0.95%, its SO 3 content was 0.29%, and its fineness was 4%.

Compressive Strength Test Results for HSHPC Mixes.
According to the specification for the design of concrete mixes, the mixing strengths of C60, C65, C70, C75, and C80 concrete are 69.8, 74.8, 79.8, 84.8, and 89.8 MPa, respectively. Using the orthogonal testing method, the C60-C80 concrete mix proportions shown in Table 2 were evaluated for application in freezing shaft linings.
Compressive strength tests were conducted on the mixes detailed in Table 2 with the results shown in Table 3, in which it can be seen that the three-day compressive strengths of the mixes reached 80% of the design value, the seven-day compressive strengths reached 90% of the design value, and the twenty-eight-day compressive strengths met or exceeded the design strength. ese results indicate that that proposed mixes are able to fully meet the strength and performance requirements of the HSHPRCSL.

Similarity Principle of Model Test.
Given the highstrength and large size of an HSHPRCSL structure, destructive tests on a prototype shaft lining were determined to be prohibitively difficult to implement. As a result, scale models of a shaft lining structure were tested in this study.
e objective of the model tests was not only to determine the stress distribution within the shaft lining section but also to measure the failure load of the shaft lining. erefore, the shaft lining model design must not only be subjected to scaled stress and deformation but also to a scaled load via a similarity index. Using similarity theory and the basic equations of elasticity, this study applied the equation analysis method [23] to determine the similarity index of the shaft lining model. e similarity conditions of the stress and deformation in the shaft lining model can be obtained from the geometric equations, boundary equations, and physical equations as follows: where C ε is the strain similarity constant; C l is the geometric similarity constant; C δ is the displacement similarity constant; C p is the load (surface force) similarity constant; C E is the elastic modulus similarity constant; C σ is the stress similarity constant; and C ] is Poisson's ratio similarity constant. e HSHPRCSL is a composite structure composed of two materials, steel and concrete, so in order to ensure that the stress and deformation of each component of the model and the prototype are strictly comparable, it is necessary to maintain geometric similarity between the model and prototype of shaft lining before, throughout, and after loading and deformation; accordingly, C l � C δ and C ε � 1. erefore, the stress and strain conditions in the shaft lining can be written as Advances in Civil Engineering In order to ensure that the load and shape of the shaft lining model are identical to those of the prototype at the time of failure, the stress-strain behaviour of the model in the elastic state must be similar to that of the prototype in the elastic state. Accordingly, the following strength requirements should be met: To fully meet the required conditions of similarity, it is preferable that the materials proposed for the prototype shaft lining structure be used in the model test. erefore, the structural material of the shaft lining model was adjusted in the experiment as follows: where C R is the strength similarity constant and C μ is the reinforcement ratio similarity constant.
In this case, the appropriate geometric similarity constant is the only variable that needs to be determined. In order to make the study results universal, instead of using a specific shaft lining as the simulation object, the simulation was concerned with the effects of the thickness-diameter ratio λ, a dimensionless quantity with a similarity constant equal to 1. Model tests of three different shaft lining thicknesses were accordingly conducted with λ values of 0.219, 0.216, and 0.201. In consideration of the size of the test loading device and the characteristics of the shaft lining structure of the main shaft of the Jixi Shengjian coal mine in Shandong and the auxiliary shaft of the Huainan Dingji coal mine in Anhui, the shaft lining model parameters were obtained from an orthogonal design table [24] and are shown in Table 4. e geometry of the shaft lining model is shown in Figure 1, in which the outer diameter and height of the model are 925.0 mm and 562.5 mm, respectively, and the thickness is varied by changing the inner diameter.

Model Loading.
To ensure good quality, the shaft lining models were cast using professional formwork. To provide consistent boundary conditions under load, the top and bottom faces of the model were processed using a lathe to obtain a high finish after pouring. e shaft lining model loading tests were conducted using a high-load hydraulic loading device, shown in Figure 2, to maintain a constant load simulating the uniform ground pressure, as shown in the schematic in Figure 3. e load test was conducted by first applying a preload two to three times before increasing the load in stable pressure increments, each held for 5-10 minutes while measured data were recorded, until the model exhibited damage.

Measurement Method.
e compressive strengths of the HSHPC mixes were determined by three standard cube compression tests for each model mix, with the average values reported in Table 4.
e load applied to the   [25], the concrete strength grade should be determined according to the standard 150-mm cube compressive strength, σ c , obtained by testing using the standard test method at an age of 28 days or whatever age is required by the design. After statistical analysis, the compressive strength of the concrete can be approximately taken as a normal distribution, as shown in Figure 6, such that the average cube compressive strength provides 95% accuracy. If the total area under the curve in Figure 6 is taken as 1 and the area on both sides of the average value κ is 50%, using κ − 1.645σ (1 − 1.645δ)κ as the line of demarcation, the area to the left and right should be 5% and 95%, respectively. Using these statistical characteristics, the relationship between the standard cube compressive strength σ c and the average compressive strength σ cm can be obtained as follows: where δ is the coe cient of variation of the concrete strength according to the statistics of the test results and can be determined by interpolation from the numerical values provided in Table 5.

Axial Compressive Strength.
Considering the di erence between the actual strength of the HSHPRCSL and the concrete strength determined by the cube test, past experience, and test data analysis and in reference to the relevant design code provisions of other countries [26], the strength of the concrete structure design should be corrected based on the concrete strength of the specimen. In this study, the correction coe cient was set to 0.88. e ratio of prism compressive strength to axial compressive strength, α c1 , for ordinary concrete (less than or equal to C50) is α c1 0.76, while for high-strength concrete (C80), it is α c1 0.82. When the concrete strength grade is between C50 and C80, linear interpolation is used to determine the appropriate ratio.
Because high-strength concrete is more brittle than conventional concrete, in order to ensure the safety of the structure, a brittleness reduction factor, α c2 , has been introduced in the speci cation. For ordinary concrete (less than or equal to C40), α c2 10, while for high-strength concrete (C80), α c2 0.87. When the concrete strength grade is between C40 and C80, linear interpolation is used to determine the ratio.
According these provisions, the standard value of the concrete axial compressive strength can be obtained as follows, with the results shown in Table 6: Note: a is the inner radius; b is the outer radius; λ is the thickness-diameter ratio, where λ (b − a)/a; μ is the reinforcement ratio; and σ cm is the average cube compressive strength.

Axial Tensile Strength.
e standard axial tensile strength σ l is calculated as follows, with the results shown in Table 7: where the coe cient of 0.395 and the exponent of 0.55 represent the relationship of axial tensile strength to the cube compressive strength, determined by statistical analysis of the test data.

Biaxial Compressive
Strength. e biaxial strength envelope of the concrete is a closed curve composed of four segments, shown in Figure 7, each of which expresses tensile stress as negative and compressive stress as positive, determined according to the quadrant in which the segment is located. e strength envelope curve can be described by the following equations:   For convenience of calculation, the biaxial compressive strengths indicated in Figure 7 can be interpolated according to the data in Table 8.

Ultimate Bearing Capacity of HSHPRCSL.
e experimentally determined ultimate bearing capacities (P b ) of the shaft lining models are provided in Table 9, in which it can be seen that, under the action of a uniformly distributed load, the HSHPRCSL models exhibit a high bearing capacity, providing a reasonable solution to the issues of supporting shafts in deep alluvium. rough a regression analysis of the test results in Table 9, the regression formula for the ultimate bearing capacity of HSHPRCSL structures can be obtained as follows: which indicates that the ultimate bearing capacity (P b ) of the shaft lining is mainly related to the standard concrete cube compressive strength (σ c ), thickness-diameter ratio (λ), and the reinforcement ratio (μ). In order to provide a reasonable and economic shaft lining design, the relationships between bearing capacity and reinforcement ratio and between bearing capacity and concrete compressive strength (Figures 8 and 9, respectively) were determined using empirical equation (8). Under the action of a uniformly distributed load, the power exponent of the reinforcement ratio (μ) was accordingly determined to be 0.0302, very close to 0, indicating that an increase in the reinforcement ratio has only a very small e ect on the ultimate bearing capacity of the HSHPRCSL models. As shown in Figure 8, for the same concrete strength grade, an increase in the reinforcement ratio from 0.3% to 0.8% results in only an approximately 0.85 MPa improvement in the ultimate bearing capacity while requiring a signi cant increase in the quantity of reinforcing bars.
is not only increases the project cost but also makes underground concrete vibration very di cult, adversely a ecting the quality of the poured concrete. erefore, improving the ultimate bearing capacity of the shaft lining by increasing the reinforcement ratio is unreasonable. Due to the insigni cant in uence of the reinforcement ratio on the ultimate bearing capacity of the models, the contribution of the reinforcement ratio to the ultimate bearing capacity of the reinforced concrete shaft lining is not considered in the following theoretical analysis of the ultimate bearing capacity.
e ultimate bearing capacity of the HSHPRCSL model was found to be signi cantly in uenced by the strength grade of the concrete. Figure 9 indicates that an increase of 10 MPa in the concrete strength grade raised the ultimate bearing capacity of the model by about 6.29 MPa. An increase in the thickness-diameter ratio was also observed to improve the ultimate bearing capacity of the model: at C60, an increase in the thickness-diameter ratio from 0.     Figure 10 depicts the typical observed failure mode of the HSHPRCSL models. When the external load on the shaft lining was fairly large, the circumferential stress in the interior face of the shaft concrete reached its ultimate strength rst. As the direction of free deformation is normal to the inner face, these surfaces of the models exhibited very small inclined cracks and local peeling at this time. As the applied load was increased, the high stress area in which the ultimate strength had been exceeded rapidly spread from the inner face to the outer face of the model, and compression and shear failure eventually occurred in the portion of the shaft lining in which the concrete was the weakest, forming a failure surface running through the entire thickness of the shaft lining model. When failure occurred, large chunks of concrete were observed to fall, inclined broken cracks appeared, and the circumferential bars bent plastically along the failure surface. e angle between the failure surface and the maximum principle stress was between 25 and 30°, suggesting a compressive shear failure.   Compressive strength of concrete σ c (MPa) Figure 9: Relationship between ultimate bearing capacity and concrete compressive strength.

Mechanical Model.
Because the shaft lining is under external pressure, the principle stress components σ r , σ θ , and σ z , defined as the radial stress, hoop stress, and vertical stress, respectively, are all negative as they are compressive such that 0 > σ r > σ z > σ θ . Supposing that a and b are the inner and outer radii of the shaft lining, respectively, under the action of external pressure, the shaft lining is in a state of elastic-plastic behaviour, where r p , determined and applied later in this section, denotes the radius of the elastic-plastic boundary (as illustrated in Figure 12).

Analysis of Elastic-Plastic Behaviour and Ultimate Bearing
Capacity of HSHPRCSL Structures. Mine shaft lining can be analysed as a plane axially symmetric problem in which the radial stress σ r and hoop stress σ θ are only a function of r, having nothing to do with θ such that σ r � σ r (r) and σ θ � σ θ (r). e intermediate principal stress is thus determined by σ z � β/2(σ r + σ θ ), where the intermediate principal stress coefficient β is defined as 0 ≤ β ≤ 1. In the plastic zone, β � 1, making σ 1 � σ r , σ 3 � σ θ , and σ 2 � (σ r + σ θ )/2. Previously published work [27] has demonstrated that when the externally applied load p is very small, the shaft is in the elastic stage, with the stress components being defined as As p gradually increases, the stress in the inner shaft lining (r � a) reaches the concrete strength first, entering the plastic zone. is external load is defined as the elastic limit stress, denoted as p e and determined as follows: When the external load p > p e , the shaft lining enters the elastic-plastic stage, the plastic zone (a ≤ r ≤ r p ) begins to appear on the inner face of the shaft lining, and as p continues to increase, the plastic zone gradually extends outward. Because of axial symmetry, there is only the load q on the interface between the elastic and plastic zones, where σ r | r�r p � −q, and r p is the radius of the elastic-plastic boundary, shown in Figure 12. In the plastic zone, the stress component is satisfied by  Figure 11: Parabolic three-parameter strength criterion. 10 Advances in Civil Engineering  [25,26] with reference to Tables 6 and 7, when the concrete strength grade is between C40 and C80, K y σ y /σ l 11.21-16.14, the exact value of which can be calculated by interpolation according to the measured strength grade of the concrete. Because the failure of the shaft lining rst occurred on the inner face at the edge of the lining, f 1 σ θ , f 2 σ θ /2, f 1 /f 2 (σ θ )/(σ θ /2) 2, and σ 2y /σ y f 1 /σ y 1.264 can be obtained by interpolating the information in Table 8, so K 2y σ 2y /σ l 14.17-20.40. According to equation (15), if the strength grade of the concrete and the geometry of the shaft lining have already been determined, the relationship between the ultimate bearing capacity P b of the HSHPRCSL and its plastic zone radius r p can be determined. Accordingly, the ultimate bearing capacity of each specimen in the model experiment was analysed using the three-parameter strength criterion with the resulting ultimate bearing capacities shown in Table 9. Clearly, the di erences between the calculated and experimental results are very small, all less than 8%, indicating that the proposed theoretical equation derived from the three-parameter strength criterion, which has fewer parameters and a simpler functional form than the more complex multiaxial strength theory, can accurately re ect the mechanical properties of an HSHPRCSL structure.

Analysis of Results
According to the analysis of model test results, the ultimate bearing capacities of the HSHPRCSL models were found to be signi cantly in uenced by the concrete strength to the extent that the ultimate bearing capacity of a HSHPRCSL is most e ectively improved by increasing the strength of the concrete during the design stage. To analyse the degree of correlation between the experimentally derived tted equation and the theoretically derived equation based on the three-parameter strength criterion for the ultimate bearing capacity of the shaft lining, specimens with thickness-diameter ratios of λ 0.216 and 0.201 for A-1-A-3 and A-4-A-6, respectively, were compared separately. e ultimate bearing capacities of the HSHPRSCL specimens constructed of C60-C80 concrete for thickness-diameter ratios of λ 0.216 and 0.201 were then obtained as shown in Figures 13 and 14, respectively.
From Figures 13 and 14, it can be seen that the trend law of the ultimate bearing capacity with the change in concrete compressive strength as determined by the three-parameter strength criterion is the nearly the same as that of the tted curve, with both approximating a linear distribution. e above analysis demonstrates that the di erence between the ultimate bearing capacity of the HSHPRCSL calculated using the proposed equation based on the threeparameter strength criterion and calculated using the tting equation based on experimental results is very small, with errors around about ±5%. us, the calculation of the ultimate bearing capacity of HSHPRCSL by equations (8) Regression curve of test results Three parameter strength criterion curve and (15) is reliable, providing a basis for the design of HSHPRCSL structures.

Finite Element Analysis of Ultimate Bearing Capacity of HSHPRCSL.
It is well known that reasonable and accurate numerical approach could be implemented as an alternative to costly and time-consuming full-scale experimental tests, allowing an extensive parametric investigation of composite joints and possible design optimizations [28]. In order to understand the actual ultimate bearing capacity of the shaft lining with the same strength under the boundary conditions of engineering practices, the finite element numerical simulation method is used to further analyse the ultimate bearing capacity of the shaft lining.
In the finite element model, the concrete is simulated by SOLID65 three-dimensional solid element, the steel bar is simulated by LINK8 bar element, and the reinforced-concrete separated model is adopted. Displacement coordination is achieved by sharing joint between concrete elements and steel elements. e constitutive relationship of concrete is determined by the multilinear kinematic hardening model (bilinear kinematic), as well as the uniaxial compressive test results of HSHPC blocks. e failure criterion of concrete is Willam and Warnke's five-parameter failure criterion [29].
e bilinear kinematic hardening model is adopted for steel bars, and Mises criterion is used for its yield. Vertical constraints are applied to the upper and lower surfaces of the model, and uniform surface loads are applied to the outer surface of the model according to the loading history of the test. e network partition of the finite element model is shown in Figure 15. Specific physical and mechanical parameters of concrete and steel bar are shown in Tables 10 and 11. rough finite element calculation, the ultimate bearing capacity of 8 HSHPRCSLs is obtained. From Table 9, it can be seen that the finite element calculation results of ultimate bearing capacity of HSHPRCSL are slightly higher than those of model tests and theoretical formulas. e reason is that the constraints of the finite element model fully reflect the three-dimensional compressive state of the shaft lining, and the ultimate compressive strength of concrete will be greatly improved under the three-dimensional compressive state, which cannot be truly reflected in the test. Generally speaking, the errors are all less than 12%, which verifies the rationality of the finite element model. It is further explained that the research carried out in this paper can provide a basis for the design of high-strength and high-performance concrete shaft lining.

Conclusions
In this study, a series of high-strength, high-performance concrete (HSHPRC) mix tests were first conducted to determine the optimal mix ratio for use in deep freezing shaft linings. en, a series of high-strength, high-performance reinforced concrete shaft lining (HSHPRCSL) models were tested to determine their mechanical properties and failure characteristics. And then, a theoretical analysis based on the three-parameter strength criterion was undertaken to determine the ultimate bearing capacity of the HSHPRCSL models, providing analytical expressions for elastic and plastic zone radii, stress, and load. Finally, the finite element analysis method is used to verify the abovementioned results. e following conclusions were obtained: (1) According to the special curing environment and construction conditions to which deep freezing shaft linings are subjected, an optimised concrete mix was proposed for concrete strengths in the range of C60 to C80, providing important information to promote improved design and construction of deep alluvium freezing shaft linings. (2) When the HSHPRCSL models ruptured, large chunks of concrete were observed to fall, inclined broken cracks appeared, plastic bending of the circumferential reinforcement occurred along the failure surface, and compressive-shear failure occurred with an angle between the failure surface and the maximum principle stress of 25-30°. influenced the ultimate bearing capacity were, in order of decreasing influence, the ultimate uniaxial compressive strength of the concrete, the thicknessdiameter ratio, and the reinforcement ratio. Under a uniform externally applied load, when the concrete strength grade was increased by 10 MPa, the ultimate bearing capacity of the model increased by 6.29 MPa. For the same concrete strength grade, an increase in the reinforcement ratio from 0.3% to 0.8% only improved the ultimate bearing capacity of the shaft lining by about 0.85 MPa. (4) e theoretical HSHPRCSL ultimate bearing capacities, calculated based on the three-parameter strength criterion, were basically consistent with the experimental results, showing an error of less than 8%. Clearly, the proposed method for the theoretical calculation of the ultimate bearing capacity of HSHPRCSL structures is reliable, providing a theoretical basis for the design of HSHPRCSL structures in deep alluvium freezing wells. (5) Due to the constraints of the finite element model fully reflecting the three-dimensional compression state of the borehole lining, the finite element calculation results of the ultimate bearing capacity of HSHPRCSL are slightly higher than those of the model test and theoretical formula. However, the errors are less than 12%, which verifies the rationality of the finite element model.

Data Availability
e data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest
e authors declare that there are no conflicts of interest regarding the publication of this paper.  Note: E is the modulus of elasticity; σ f is the yield stress; σ t is the uniaxial tensile strength of concrete; β t is the shear transfer coefficient when cracks open; and β c is the shear transfer coefficient when the crack closes.
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