Effect of Deficiencies in the Tunnel Crown Thickness on Pressure Tunnels with Posttensioned Concrete Linings

(is paper investigates the effect of deficiencies in the tunnel crown thickness on pressure tunnels with the posttensioned concrete lining. Based on the lining parameters of the Yellow River Crossing Tunnel, the modeling approach of the posttensioned concrete lining is introduced in detail and a three-dimensional finite element model is established. (e three-dimensional finite element model is validated by experimental results from the full-scale model experiment of the Yellow River Crossing Tunnel. Special attention is given to the changes in the deformation, radial displacement, and circumferential stress of the posttensioned concrete lining with gradual decreases in the tunnel crown thickness. (e calculation results show that the influence scopes of deficiencies in the tunnel crown thickness are mainly concentrated in the crown and its adjacent parts. (e posttensioned concrete lining can still maintain a satisfactory stress state when deficiencies in the tunnel crown thickness exist, and undesirable stress levels may be caused only when the tunnel crown thickness decreases below a certain threshold. Furthermore, cracks are most likely to occur at the external and internal surfaces of the crown and at the internal surface of the crown’s adjacent parts, which is useful for taking measurements regarding the lining tightness and stability.


Introduction
Antiseepage is an important requirement for tunnels subjected to high internal water pressure.e posttensioned concrete lining (PTCL) is considered to be a suitable solution to improve the water impermeability of such tunnels.For the PTCL, the anchor cable is tensioned and anchored in the anchorage slot.After the completion of tensioning and anchoring, lining concrete can be held in a fully compressed state by introducing prestress, ensuring stability and watertightness [1,2].e details of the PTCL are illustrated in Figure 1.
e first pressure tunnel with the PTCL was constructed at Piastra-Andonno in Italy in 1974, and many such tunnels have been constructed since then, such as the water conveyance tunnel of Geheyan Hydropower Station, the water conveyance tunnel of the Grimsel project in Switzerland, and the desilting tunnel of Xiaolangdi Dam [3].
Despite the specified requirements and supervisions in quality control during the construction of the concrete lining, construction errors may exist due to careless construction [4].
Among the various construction errors that may occur, deficiency in the tunnel crown thickness is a common problem that exists in the concrete lining.For example, Yang and Fu [5] reported the results of a nondestructive detection test of a curved tunnel, which showed that the tunnel crown thickness was approximately 30-40 cm, considerably less than the design value of 50 cm.In addition, Zhu et al. [6] used nondestructive testing methods to evaluate the construction quality of the Wuzhuling Tunnel in China.e results showed that the tunnel crown was the main location where the thickness was less than the design value.Bian et al. [7] also found that the minimum thickness of concrete in the crown of a bifurcation tunnel was only 20 cm according to drill tests, considerably less than the design value of 60 cm.
Many negative consequences result from deficiencies in the tunnel crown thickness.For example, Bian et al. [7] reported a wide range of cracking that occurred in the concrete lining at the crown of a bifurcation tunnel at the Huizhou Pumped Storage Power Station and found that the deficiency in the tunnel crown thickness was the primary factor causing the lining cracking.Voids may remain between the rock surface and concrete lining when the thickness of the tunnel crown is insu cient.e voids can induce surface corrosion of tunnel appurtenances, deterioration of the concrete lining with an associated reduced load-carrying capacity, and even failure of the concrete lining [8,9].In addition, the nal cross section of the concrete lining will be di erent from the design requirements because of de ciencies in the tunnel crown thickness.Barpi and Peila [10] and Son and Cording [11] have noted that an irregular cross section of the concrete lining would induce concentrated stress in the concrete lining, which could in turn result in cracking and even local collapses.
e above research suggests that de ciencies in the tunnel crown thickness can cause widespread damage to the concrete lining, ranging from concrete cracking to local collapses.However, all of the above achievements have focused on reinforced concrete linings.Few studies have focused on the PTCL, for which de ciencies in the tunnel crown thickness may generate more complex problems.For the PTCL with insu cient tunnel crown thickness, a void may form and the anchor cable at the crown may hang in the void, as shown in Figure 2. Because there is no concrete to support the partial anchor cable located at the crown, the shape of the anchor cable will di er from the intended design once it is tensioned.Moreover, the stress level in the anchor cable is always very high [12].For example, the design tension stress of the anchor cable is 1,395 MPa for the Yellow River Crossing Tunnel.e unintended curvature of the anchor cable and the high stress in the anchor cable will induce stress redistribution in the PTCL and may cause an undesirable stress level in the PTCL.erefore, there is a clear and justi ed need to evaluate the e ect of de ciencies in the tunnel crown thickness on the PTCL.e paper represents its kind analysis for the potential in uence of de ciencies in the tunnel crown thickness on pressure tunnels with the PTCL for the rst time.e Yellow River Crossing Tunnel in the Middle Route of the South-to-North Water Diversion Project is adopted as a reference case.Based on the soil and lining parameters of the Yellow River Crossing Tunnel, the modeling approach of the PTCL is introduced in detail and a three-dimensional nite element model is established.To evaluate the e ect of de ciencies in the tunnel crown thickness on the PTCL during the construction phase and operation phase, two working conditions are analyzed: the completed cable tensioning condition (CCTC) and water in the tunnel with the design water pressure condition (DWPC).Changes in the deformation, radial displacement, and circumferential stress of the PTCL with gradual decreases in the tunnel crown thickness are investigated.Furthermore, the locations at which cracks in the PTCL are most likely to occur are also identi ed.

Basic Information about the Yellow River
Crossing Tunnel e Yellow River Crossing Tunnel, located in Zhengzhou city, China, is a key component of the Middle Route of the South-to-North Water Diversion Project.e Yellow River Crossing Tunnel passes through soft soil and was constructed by the shield tunnelling method.e precast segments are assembled to withstand the soil pressure and the external water pressure during excavation.e internal water pressure in the centre of the tunnel is more than 0.5 MPa during the operation phase.If the internal water pressure is borne only by the segmental lining, the segmental joints will be a large opening, resulting in water seepage.erefore, the PTCL is needed as the secondary lining to withstand the high internal water pressure.When the segmental lining has already borne the external pressure and achieved stability, the PTCL begins to be poured.e bottom of the PTCL is directly poured on the segmental lining, and the others are separated from the segmental lining by the membrane.e membrane can play a role in waterproo ng and drainage [13].
e PTCL of the Yellow River Crossing Tunnel has an inner diameter of 7 m, an outer diameter of 7.9 m, and a thickness of 0.45 m.An anchor cable has a design tension stress of 1,395 MPa and includes 12 steel strands.Each steel strand contains 7 high-strength and low-relaxation steel e distance between adjacent anchorage slots is 0.45 m along the axial direction.
e cross section of the PTCL is shown in Figure 3. e layout of the internal surface of the PTCL is shown in Figure 4.

Model Details.
e numerical model is established by taking a 9.6 m length along the axial direction of the tunnel.e numerical model is restrained in the horizontal direction at the lateral boundaries and is restrained in both the vertical and horizontal directions at the bottom boundary.
e upper boundary has no constraints.e lateral and bottom boundaries of the discretization are placed at positions with a su cient distance, namely, 4 times the tunnel diameter.
e upper boundary is placed directly on the ground surface with a su cient distance, which is approximately 5 times the tunnel diameter.e soil strata, where the Yellow River Crossing Tunnel is situated, comprised medium sand.Small amounts of clay strata are present below the tunnel.e strata distribution is shown in Figure 5.
A typical nite element mesh of the Yellow River Crossing Tunnel is shown in Figure 6.Eight-noded solid elements are employed to simulate the soil strata, concrete, and membrane [14].Two-noded link elements are employed   Advances in Civil Engineering to simulate the anchor cable and reinforcing bar in the PTCL.A perfect bond between the link elements and solid elements is assumed.e concrete and membrane are assumed to be elastic materials.e material properties for the Yellow River Crossing Tunnel are listed in Table 1.e soil strata are approximated as elastoplastic following the e interfaces between the internal surfaces of the membrane and the external surfaces of the PTCL and interfaces between the soil excavation boundary and the external surfaces of the segmental lining are simulated by contact elements.e contact behaviour in the radial direction is simulated as a hard contact transmitting compressive stresses but cannot transmit radial tensile stresses [15,16].e Coulomb friction model is used to limit the tangential tractions.A value of 0.3 is selected as the friction coe cient, and the penalty method is adopted as the contact algorithm [17,18].
Six simpli ed cross sections of the PTCL with insu cient tunnel crown thickness are introduced, as shown in Figure 7. T represents the thickness of the tunnel crown, and six cases of T have been selected in this paper: 0.45, 0.40, 0.325, 0.28, 0.22, and 0.16 m. e thickness of the tunnel crown is assumed to be the same along the axial direction of the lining.e anchor cables can be supported by concrete when T 0.45, 0.40, and 0.325 m, as shown in Figure 7(a).However, when T 0.28, 0.22, and 0.16 m, the anchor cables located at the crown will hang in the void.Because there is no concrete to support the partial anchor cables located at the crown, the partial anchor cables located at the crown will be straight lines once they are tensioned, as shown in Figure 7(b).

Calculation of the Prestress.
When the anchor cable tension is completed, the prestresses (σ 1 ) are not constant due to friction between the anchor cable and the duct.e shapes of the anchor cables at the crown are curved when T is equal to or greater than 0.325 m, and they are straight lines when T is less than 0.325 m. erefore, the calculation of σ 1 considering the frictional losses should be divided into two cases.When T is equal to or greater than 0.325 m as shown in Figure 8(a), σ 1 can be expressed as where μ is the friction coe cient between the anchor cable and duct, k is the wobble friction coe cient per meter of the anchor cable, r c is the curvature radius of the anchor cable, σ con is the design tension stress of the anchor cable, and φ is the cumulative angle change between the tensioning position and calculation section.
When T is less than 0.325 m as shown in Figure 8(b), σ 1 can be calculated by where φ A is the cumulative angle change between the tensioning position and location A, φ B is the cumulative angle change between the tensioning position and location B, β is   the angle between the tangent of the anchor cable at location A and the horizontal line, and ϕ is the angle which can be calculated by Prestress losses of the anchor cables are inevitable, and prestress losses after tensioning of the anchor cable considered in the numerical model mainly include σ l1 caused by anchorage deformation and anchor cable retraction, σ l2 caused by stress relaxation of the anchor cable, and σ l3 caused by concrete shrinkage and creep [19].σ l1 , σ l2 , and σ l3 can be calculated following the formulas recommended by the Code for Design of Concrete Structure [20].σ l1 can be expressed as follows: where φ 0 is the in uence range of antifriction resistance which can be calculated by where a is the anchorage deformation and reinforcement retraction value and E is the elastic modulus of the anchor cable.σ l2 and σ l3 can be expressed as follows: where f ptk is the characteristic value of anchor cable strength, σ pc is the normal compressive stress of concrete at the point of resultant force for the anchor cable, f cu is the cube compressive strength of concrete when applying prestress, and ρ is the reinforcement ratio of the concrete compression zone.
Finally, the e ective prestresses σ pe can be expressed by e e ective prestresses are converted into the temperature loads, and the temperature loads are applied to the anchor cable elements [21].e temperature loads can be expressed by where t is the temperature load applied to the anchor cable elements and α is the expansion coe cient of the anchor cable.

Load Combinations of Calculation Stages.
According to the construction process and the operating conditions of the Yellow River Crossing Tunnel, two main calculation stages are considered.e rst stage is the CCTC, in which the PTCL is poured and the anchor cable tension is completed.e second stage is the DWPC, in which the internal water pressure is applied on the PTCL.e load combinations of each working condition are shown in Table 2.
e external water pressure in the horizontal line of the tunnel centre is 0.323 MPa. e internal water pressure in the tunnel centre is 0.517 MPa.Separate calculations of water pressure and earth pressure can be used when the tunnel is covered by sandy soil [22].So, the external water pressure is directly applied on the segmental lining and the e ective unit weight of the soil strata is adopted.

Validation of the Numerical Model.
e numerical model is validated by experimental data from the full-scale model experiment of the Yellow River Crossing Tunnel [23,24].As shown in Figure 4 3.Under the CCTC, the calculated average circumferential stresses of the sections I, II, and III are −7.00,−7.12, and −6.62 MPa, respectively, which are 9.5%, 3.3%, and 7.3% lower than the corresponding experimental values.Under the DWPC, the calculated average circumferential stresses of the sections I, II, and III are −3.31,−2.88, and −3.27 MPa, respectively, which are 21%, 3.5%, and 22.3% lower than the corresponding experimental values.ere are some errors between experimental results and numerical results, which may be caused by the concrete vibrator or other interference factors that affected the strain gauges during the experiment.However, the comparison still indicates a general agreement between the numerical results and experimental results.

Results and Discussion
A series of finite element analyses have been performed to examine the effect of deficiencies in the tunnel crown thickness on the PTCL.Section II is selected as the typical section, and the numerical results of section II are shown in Figures 9-14.

Deformation of the PTCL.
e calculated deformations of the PTCL under the CCTC and DWPC are shown in Figures 9 and 10, respectively, which also reveal the PTCL's radial displacement at the crown.Positive displacement represents direction toward outward of the PTCL, and negative displacement denotes direction toward inward of the PTCL.
According to Figure 9(a), when T is equal to the design value (0.45 m), the PTCL deforms inward at the crown.As shown in Figures 9(b) and 9(c), gradual decreases in the crown thickness can induce an increase in inward movements at the crown.
is behaviour occurs because the crown concrete of the PTCL is thin, which reduces the stiffness of the crown concrete.During the tensioning process, the crown concrete is squeezed by the anchor cables located at the crown, which results in an increase in inward movements.
In contrast, a different trend occurs when T is less than 0.325 m.According to Figures 9(d)-9(f ), further gradual decreases in the crown thickness can induce an increase in outward movements at the crown and the crown concrete will have a discernible bulge toward outward of the PTCL.
is behaviour occurs because the anchor cables hang in the voids and cannot restrain the deformation of the crown concrete.During the tensioning process, the crown concrete is squeezed by the anchor cables on both sides of the crown, which results in a discernible bulge toward outward of the PTCL.A similar phenomenon can also be observed under the DWPC, as shown in Figure 10.

Radial Displacement of the PTCL.
e calculated radial displacement of the PTCL under the CCTC and DWPC in six cases is shown in Figure 11, where θ is the angle measured clockwise from the vertical plane.Figure 11 illustrates that the influence scopes of deficiencies in the tunnel crown thickness on the radial displacement are mainly concentrated in the crown and its adjacent parts.In other words, there are only slight changes in the radial displacement in other parts of the PTCL with variations in the crown thickness.
e maximum radial displacement of the PTCL is located at the crown (θ � 0 °), and the distribution of the radial displacement remains fairly constant when T is equal to or greater than 0.28 m.As shown in Figure 11(a), the radial displacement at the crown for T � 0.28 m is −6.87 mm. is radial displacement is 9.9% higher than that at T � 0.45 m.As shown in Figure 11(b), the radial displacement at the crown for T � 0.28 m is −4.98 mm, which is 5.1% lower than that at T � 0.45 m. e above comparison indicates that a deficiency in the tunnel crown thickness has only a slight effect on the values and distributions of the PTCL's radial displacement when T is equal to or greater than 0.28 m.
When T is less than 0.28 m, the distribution of the radial displacement changes, and the maximum radial displacement of the PTCL transfers from the crown (θ � 0 °) to its adjacent parts.As shown in Figure 11(a), the radial displacement at the crown for T � 0.16 m is −4.92 mm, which is 23.1% lower than that at T � 0.45 m.As shown in Figure 11(b), the radial displacement at the crown for T � 0.16 m is −0.24 mm, which is 95.4% lower than that at T � 0.45 m. e crown radial displacement values change Advances in Civil Engineering considerably when T is less than 0.28 m, which illustrates that the existence of de ciencies in the tunnel crown thickness leads to a substantial increase in the deformation at the crown.As we know, failure is probable to occur at large deformation parts of the concrete lining, and the large deformation at the crown could in turn result in cracking and even local collapses.

Circumferential Stresses of the PTCL.
e circumferential stresses of the internal surface and external surface of the PTCL are shown in Figures 12 and 13 in a polar system of coordinates, respectively.Positive stress represents tensile stress, and negative stress denotes compressive stress.
According to Figures 12(a)-12(c), the circumferential stresses of the internal surface range from 0 to −10 MPa in the majority of the PTCL.Considering that the tensile strength of C40 concrete is 2.45 MPa, de ciencies in the tunnel crown thickness will not lead to lining cracking at the internal surface in any of the three cases.In other words, internal surface of the PTCL can still maintain a satisfactory stress state when T is equal to or greater than 0.325 m.
In contrast, when T is less than 0.325 m, the internal surface of the PTCL crown will become the compressive stress concentrated zone.e maximum compressive stress will increase considerably with further gradual decreases in the crown thickness.As shown in Figure 12(e), the maximum compressive stress of the PTCL's internal surface is −14.36MPa under the CCTC, which is 143.4% higher than that at T 0.45 m.According to Figure 12(f

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Advances in Civil Engineering surface is −24.53MPa under the CCTC, which is 315.8% higher than that at T 0.45 m.Considering that the compressive strength of C40 concrete is −27 MPa, concrete at the crown may be crushed during the tensioning process if the crown thickness decreases further.e results in Figures 12(e) and 12(f ) also show that partial parts of the PTCL's internal surface are subjected to tensile stresses under the DWPC.e tensile parts are mainly located at the upper semicircle of the PTCL.With further gradual decreases in the crown thickness, the tensile parts will become larger and the maximum tension stress will incrementally increase.As shown in Figures 12(e) and 12(f ), the maximum tension stress of the internal surface under the DWPC increases from 3.38 MPa for T 0.22 m to 10.31 MPa for T 0.16 m, representing a 205% increase.In these two cases, the tension stresses have already exceeded the tensile strength of the C40 concrete and may lead to cracking or even failure of the PTCL.
According to Figures 13(a)-13(c), the circumferential stresses of the external surface range from 0 MPa to −12.56 MPa in the majority of the PTCL.Considering the tensile strength and compressive strength of C40 concrete, de ciencies in the tunnel crown thickness will not lead to lining cracking at the external surface in any of the three cases.In other words, the external surface of PTCL can still maintain a satisfactory stress state when T is equal to or greater than 0.325 m.
In contrast, when T is less than 0.325 m, partial parts of the PTCL's external surface will be subjected to tensile stresses under the DWPC.As shown in Figure 13(d), the tensile parts are mainly located at the tunnel crown, Advances in Civil Engineering and the maximum tensile stress of the PTCL's external surface is 0.37 MPa.With further gradual decreases in the crown thickness, the tensile parts will become larger and the maximum tension stress will incrementally increase.As shown in Figure 13(e), the maximum tension stress of the PTCL's external surface under the DWPC increases from  Advances in Civil Engineering 0.37 MPa for T 0.28 m to 7.9 MPa for T 0.22 m.As shown in Figure 13(f ), the maximum tension stress of the PTCL's external surface under the DWPC is 19.1 MPa, which is 141.8% higher than that at T 0.22 m. e tension stresses are 3 to 8 times the tensile strength of the C40 concrete in these two cases, which will lead to cracking or even failure of the PTCL.

Damaged Locations of the PTCL.
e above ndings imply that the PTCL will be subjected to tensile stresses under the DWPC if the de ciencies in the tunnel crown thickness exceed a certain threshold.Figure 14 shows the locations (the red zones) where the tension stresses have already exceeded the tensile strength of the PTCL to visualize the parts where cracks are likely to occur in the PTCL.For such cases as T 0.22 m and T 0.16 m, the crown's adjacent parts deform inward, and the internal surface of the crown's adjacent parts will be under tension.
erefore, cracks may occur at the internal surface of the crown's adjacent parts.At the same time, the crown concrete has a discernible bulge toward outward of the PTCL as shown in Figures 9 and 10  Advances in Civil Engineering 11 the external surface of the crown will be under tension.us, cracks at the external surface of the crown may also be expected.

Conclusions
is paper investigates the e ect of de ciencies in the tunnel crown thickness on the PTCL.
e Yellow River Crossing Tunnel is adopted as a reference case, and numerical analyses are performed using a three-dimensional nite element model.e three-dimensional nite element model is validated by experimental data from the full-scale model experiment of the Yellow River Crossing Tunnel.e possible damage and corresponding locations are discussed.e following conclusions are drawn from the results with the conditions and assumptions given in this study: (1) e in uence scopes of de ciencies in the tunnel crown thickness are mainly concentrated in the tunnel crown and its adjacent parts.ere are only small changes in the deformation, radial displacement, and circumferential stress in the other parts

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Advances in Civil Engineering of the PTCL considering variations in the tunnel crown thickness.(2) e PTCL can still maintain a satisfactory stress state with the existence of de ciencies in the tunnel crown thickness.Undesirable stress levels may occur only when the tunnel crown thickness decreases below a certain threshold.(3) Compressive stress concentration of the tunnel crown's internal surface is notable, and the internal surface of the tunnel crown concrete may be crushed under the CCTC.Because the cracks form during the tensioning process, such crushing may be readily detected.(4) Cracks at the external surface of the crown and internal surface of the crown's adjacent parts may be expected under the DWPC.Because the cracks form during the lling of the tunnel with water, they may not be readily detected until serious damage to the lining has been produced, generally in the form of severe cracking, leaking, or even failure.Advances in Civil Engineering 13

Figure 4 :
Figure 4: Layout of the internal surface of the PTCL (unit: m).

T
= 0.45 m T = 0.40 m T = 0.325 m T = 0.16 m T = 0.22 m T = 0.28 m Anchor cables Tunnel crown concrete (a) T = 0.45 m T = 0.40 m T = 0.325 m T = 0.16 m T = 0.22 m T = 0.28 m Anchor cables Tunnel crown concrete (b)

Figure 7 :
Figure 7: Six cases considering di erent concrete thicknesses in the tunnel crown: (a) before tensioning of the anchor cable and (b) after tensioning of the anchor cable.

Figure 8 :
Figure 8: Calculation of the prestress: (a) T is equal to or greater than 0.325 m and (b) T is less than 0.325 m.

Figure 14 :
Figure 14: Locations where the tension stresses have already exceeded the tensile strength of the PTCL under the DWPC: (a) T 0.22 m and (b) T 0.16 m.

Table 2 :
Load combinations of the working conditions.

Table 3 :
Average circumferential stresses of the observation sections (unit: MPa).