Effects of Construction Sequences and Volume Loss on Perpendicularly Crossing Tunnels

-e number of constructed tunnels has been gradually increasing for the past decades due to rapid development in urban areas. However, the soil-structure interaction problems arising from perpendicularly crossing tunnels attract relatively little research attention in the past. In this study, six three-dimensional finite element analyses were conducted to simulate tunnel excavation nearby a perpendicularly crossing existing tunnel, in an attempt to investigate the effects of construction sequences on crosscutting tunnels. -e hypoplastic constitutive model for sand is adopted in the numerical analysis to consider the soil small-strain stiffness. Computed results are presented and discussed in terms of ground surface settlement, displacement and deformation of the existing tunnel, and bendingmoment induced on the existing tunnel.-e stress-transfer mechanism in soil nearby the existing tunnel due to tunnelling is also studied.


Introduction
In recent decades, a variety of approaches have been adopted to study the soil-tunnel interaction, including field observations, physical model tests, empirical/analytical methods and numerical simulations [1][2][3][4]. However, most research focused on parallel tunnels and piggyback (vertical twin) tunnels instead of perpendicular tunnels. Also, most research only focused on the effect of volume loss during tunnelling but do not consider the effect of weight loss [5][6][7]. Mair et al. [2] confirmed that the effect of removal of the weight of the soil in the tunnel is not negligible. erefore, it is necessary to investigate the significance of simulating weight loss during tunnelling and the effect on the nearby existing tunnel.
Limited research has been reported on perpendicularly crossing tunnels. Kim et al. [8] carried out physical model tests using miniature models under 1 g conditions to investigate the effects of new tunnel construction on existing tunnels in clay. Parallel (side-by-side) and perpendicular (cross-cutting) tunnel models were tested. ree perpendicular tunnels were installed with one new tunnel beneath an existing tunnel followed by another new tunnel above the existing tunnel. e authors concluded that, in the case of perpendicularly crossing tunnels, significant lining deformations and bending moments were observed during the initial stage of tunnel advancement. However, since the tests were carried out at 1 g, the actual stress condition in the prototype scale cannot be replicated, and hence, the dilatancy behaviour of soil cannot be properly captured. Liu et al. [9] carried out three-dimensional finite element analysis to study the effects of tunnelling on the existing support system in rock mass when a new tunnel was constructed perpendicularly above and beneath existing tunnels, i.e., effects of construction sequence on the existing tunnel. e computed results revealed that the shotcrete lining experienced tension in the spring line, whereas the crown and the invert experienced compression for both construction sequences. Attention was mainly given to the structural components, i.e., responses of rock bolts and shotcrete lining. Also, stress transfer mechanism in the soil nearby the existing tunnel was not studied.
Until now, the effects of construction sequences for perpendicularly crossing tunnels constructed in sand have not been studied previously. It is well recognised that different construction sequences of tunnels result in different stress changes in the ground and hence induce different stress transfer mechanisms (i.e., stress redistribution) in the soil. is leads to different ground surface settlements and deformations, and hence, different bending moment induced on tunnel lining. erefore, it is necessary to investigate the effects of construction sequences on the nearby existing tunnel. In this study, a series of three-dimensional finite element analyses are conducted to investigate the effects of construction sequences on perpendicularly crossing tunnels and to compare those results with that of greenfield cases. e hypoplastic constitutive model for sand is adopted in the numerical analysis to consider the soil small-strain stiffness. Also, the computed results are compared with cases whereby tunnelling was simulated with only volume loss (i.e., without considering effect of weight loss) to demonstrate the significant influence of modelling weight loss on different construction sequences. e induced ground surface settlements, deformation and displacement of the existing tunnel, bending moment and axial forces induced on the existing tunnel are reported and discussed. e stress transfer mechanism is also discussed and used to observe the behaviour of soil in this study. Figures 1 and 2 show the plan view and the elevation view of the problem analysed for both cases S1 and S2. Tunnelling sequence S1 refers to the case of a new tunnel constructed above an existing tunnel, while tunnelling sequence S2 refers to the case of a new tunnel constructed beneath an existing tunnel. e length and diameter of the both new and existing tunnels are assumed to be 100 m and 5 m, respectively, with a tunnel lining thickness of 0.2 m. According to Chinese specification (Specifications for Design of Highway Tunnels, 2014), the minimum thickness of tunnel lining is prescribed as 0.2 m for sandy soil. us, the thickness of the tunnel lining in this study is assumed to be 0.2 m. e pillar width-to-diameter ratio, P/D, is 1.0 where the pillar width is defined as the shortest clearance distance between the outer tunnel linings. e cover-to-diameter ratio, C/D, is assumed to be 8.5, i.e., 42.5 m from the ground surface. e finite element program ABAQUS [10] is used to model the three-dimensional tunnel excavation above and beneath the existing tunnel. Figure 3 shows the three-dimensional finite element mesh for case S1, where the new tunnel axis is located at a depth of 45 m below the ground surface and 10 m above the existing tunnel axis. e mesh for case S2 is similar to that for case S1, and the locations of the new tunnel and the existing tunnel are just the opposite to that in S1. In addition, extra two cases of the greenfield condition (corresponding to S1 and S2) were analysed, in order to compare the ground surface settlement trough of S1 and S2 with that of the greenfield case. e meshes of two greenfield cases are the same as those of S1 and S2, respectively, but excluding the existing tunnel. e six cases are summarised in Table 1. e mesh has a dimension of 100 m (length) × 100 m (width) × 100 m (height) and consists of 22556 elements and 26341 nodes. A four-node shell element is used to model the tunnel lining, whereas an eight-node brick element is used to model the soil. e boundary conditions adopted for the finite element analysis include pin supports applied to the base and 4 vertical sides of the mesh. is restrains the movement in any directions at the base and vertical sides of the mesh.

Constitutive Model and Model Parameters.
e hypoplastic (HP) model was developed to describe nonlinear response of granular materials [11]. e model is formulated by a single nonlinear tensorial equation, which establishes the relationship between the stress rate tensor ( _ σ) and the strain rate tensor (_ ε), as follows: In the first half of the equation (i.e., L(σ, e) : _ ε), the stress rate increases linearly with respect to the strain rate, while in the second half (i.e., N(σ, e) : _ ε) of the equation, a nonlinear relationship between the stress rate and the strain rate is established. L(σ, e) and N(σ, e) are 4 th and 2 nd constitutive tensors, respectively. _ ε : _ ε is the Euclidean norm of the strain rate tensor, i.e., _ ε : _ ε � ����� tr(_ ε) 2 . e constitutive tensors L and N are both functions of soil states (i.e., effective mean normal stress p ′ and void ratio e). In the e-p ′ space, three limiting boundaries are defined, as shown in Figure 4. e pressuredependent void ratios follow the relationship below: where h s and n are the two parameters used for curve fitting and ei, ed, and ec are referred to the maximum void ratio (under isotropic compression), the minimum void ratio, and the critical state void ratio, respectively, while eio, edo, and eco denote the maximum, the minimum, and the critical state void ratios at zero confining stress, respectively. e constitutive tensor L in equation (1) is expressed as follows:  Advances in Civil Engineering where I denotes the 4 th -order unit tensor. ⌢ σ is the stress ratio tensor, being equal to σ/trσ. e parameter a is a material constant depending on the effective friction angle at critical state (ϕ c ′ ), as formulated in equation (4), while the scalars f e and f b are expressed by equations (5) and (6), respectively:    e parameter α is related to soil dilation, while β controls soil stiffness at relatively large strain levels (shear strain >1%). To be more specific, an increasing value of α leads to a more dilative response of the soil. A larger β is associated with a stiffer soil response at relatively large strains. e parameter c 1 is a function of ϕ c ′ , expressed as follows: In addition to L, the other constitutive tensor N in equation (1) is formulated as follows: where s ⌢ denotes the deviatoric stress tensor, being equal to In summary, the basic hypoplastic model consists of eight model parameters, namely, ϕ c ′ , h s , n, e io , e do , e co , α, and β.
To account for strain dependency and path dependency of soil stiffness at small strains, Niemunis and Herle [12] further improved the basic HP model by incorporating intergranular strain concept into the model. Five additional parameters (i.e., m R , m T , R, β r , and χ) are required. Among the five parameters, m R and m T control the initial shear modulus upon 180°and 90°strain path reversal, respectively. R denotes the elastic strain range. β r and χ are used to define the degradation rate of stiffness with strain.
In this study, the geotechnical profile is assumed to be Toyoura sand which is widely used in previous research to investigate sand properties. e parameters of Toyoura sand for hypoplastic model summarized in Table 2 are obtained from Hong et al. [13], who predicted soil deformation in a centrifuge experiment on tunnel excavation with hypoplastic model. e concrete tunnel lining was modelled as a linear elastic material with Young's modulus of 30 GPa and Poisson's ratio of 0.25 [14]. e effective unit weight for the tunnel lining was 25 kN/m 3 which is a widely adopted value for unit concrete weight [15].

Numerical Modelling Procedures.
A total of six threedimensional analyses are carried out as summarised in Table 1. Among the six analyses, two analyses with different construction sequences, S1 and S2, are carried out to study the effects of newly constructed tunnel on the response of the ground and the existing tunnel. To study the influence of the existing tunnel (providing stiffening effect to the ground) on the ground surface settlement due to the newly constructed tunnel, two additional greenfield cases (corresponding to S1 and S2) are also studied. Another two analyses are carried out where tunnelling is simulated with only volume loss (i.e., without considering effect of weight loss) to demonstrate the significant influence of modelling weight loss on different construction sequences. In other words, soil is excavated surrounding the tunnel lining only to simulate volume loss of 2% without excavating the soil inside the tunnel lining. Based on the data of ground loss ratio induced by shield tunnel construction in Beijing, Shanghai, Nanjing, Guangzhou, Wuhan, Tianjin, and Shenzhen, seventy-one groups of data are statistically analysed. e results show that the ground loss ratio ranges from 0.2% to 3.01% [16]. erefore, the volume loss of 2% assumed in this study is reasonable. e meshes of two greenfield cases are the same as those of S1 and S2, respectively, but excluding the existing tunnel.
e numerical model adopted in this study for simulating tunnel excavation nearby a perpendicularly crossing existing tunnel has been widely used and validated by previous research [17][18][19]. For instance, Ng et al. [18] conducted three-dimensional numerical analyses to investigate the effect of tunnel construction on overlying existing perpendicularly crossing tunnel based on a centrifuge experiment, in which the geometric size and modelling strategy for simulating tunnel excavation have significant similarity with that of this study. e high consistency between the computed results and experimental data in the study of Ng et al. [18] could provide a solid validation for the numerical model adopted in this study. Figure 5 illustrates the procedure of the tunnel excavation adopted in the analysis. In this analysis, the existing tunnel is modelled as wished-in-place.
e new tunnel (100 m long) is divided into 80 sections whereby 1.25 m per section of soil is excavated in each excavation stage. Tunnel excavation is simulated by removing the soil located in the excavation zone; i.e., soil is excavated inside the tunnel lining and surrounding the tunnel lining by deactivating the soil element. As for the cases consider only volume loss without the effect of weight loss, soil is excavated surrounding the tunnel lining only. Before excavation of the new tunnel, the lining is placed inside the new tunnel without activating it. erefore, there is no physical interaction between the soil and the tunnel lining, prior to tunnel advancement. e lining of the new tunnel is activated and interaction between the soil and the lining occurs when the soil deforms due to excavation and comes into contact with the surface of the tunnel lining. As shown Figure 4, the gap between the soil and the outer diameter of the tunnel is equivalent to a 2% volume loss. In this way, there is no unsupported length during tunnelling but a simplified way of displacement control for 2% volume loss surrounding the tunnel lining. e tunnel excavation procedure can be regarded as shield tunnelling. is modelling technique allows simulation of both weight and volume losses during tunnelling. No horizontal displacement is allowed at the tunnel face during each tunnel advancing step. e tunnel excavation modelling strategy is also adopted by Zhao et al. [20] and Boonyarak and Ng [19], who conducted the tunnel excavation experiment and compared the measured data with the numerical results. e considerable consistency between the measured data and the numerical results proved that the tunnel excavation modelling strategy in this study can be used to correctly estimate the soil and lining deformations for this problem. Figure 6 shows a schematic diagram for the modelling procedure. Figure 7 shows the computed transverse surface settlement troughs along section B-B at the end of excavation for all six cases. For the twin tunnel cases (both S1 and S2), the maximum ground surface settlement for case S1 is larger than that for case S2 whereby the maximum ground settlements for cases S1 and S2 are 6.6 mm and 6.2 mm, respectively. is is because the C/D ratio for the new tunnel for case S1 is smaller than that for case S2. e induced ground settlement troughs under the greenfield condition are also included in this figure for comparison (i.e., cases S1-gf and S2-gf). e maximum ground surface settlements under greenfield conditions (i.e., cases S1-gf and S2-gf) are larger as compared to those of corresponding twin tunnel cases (i.e., cases S1 and S2), respectively. is is due to the presence of the existing tunnel which stiffens the soil, resulting in an approximately 14% reduction of the maximum ground surface settlement for both cases S1 and S2.

Ground Surface Settlement.
On the contrary, the ground surface settlements for cases S1-vl and S2-vl are smaller than those of both twin tunnel and greenfield cases. e maximum ground surface settlements for cases S1-vl and S2-vl are 5.8 mm and 5.4 mm, respectively. In other words, the maximum ground surface settlements for cases S1-vl and S2-vl are 12% and 13% smaller than those for cases S1 and S2, respectively. It can be explained that removal of soil weight inside the tunnel lining causes changes in total stress around the new tunnel. Subsequently, larger stress relief occurs around the new tunnel for cases S1 and S2 as compared to those for S1-vl and S2-vl which only consider the effect of volume loss without the effect of weight loss. erefore, the ground surface settlements are smaller than those for cases S1 and S2. Figure 8 shows the distribution of longitudinal settlement of the existing  Predicted (this study) S1-gf S2-gf S1 S2 S1-vl S2-vl

Measured
[18] e tunnel is assumed to be continuous without joints (i.e., tunnel lining is not segmented). e middle section of the existing tunnel displaces upward (i.e., heave) for cases S1 and S1-vl and downward (i.e., settle) for cases S2 and S2-vl as the y/D ratio increases. is is because tunnel excavation results in stress relief on each existing tunnel hence causing each existing tunnel to move towards each new tunnel. e differential settlement and changes of gradient of the existing tunnel due to the construction of the new tunnel is a concern for tunnel design and shall be addressed in this section.
e maximum heave in case S1 and maximum settlement in case S2 of the existing tunnel are 9 mm and 16 mm, respectively. e differential settlements of the existing tunnel for cases S1 and S2 are 11.6 mm and 11.8 mm, respectively. e differential settlement is equivalent to a gradient of 1 : 2800 and 1 : 2400 for cases S1 and S2, respectively. e differential settlements and changes in gradient for case S2 is slightly larger than that for case S1 due to larger effect of stress relief which are discussed later. On the contrary, the differential settlements for cases S1-vl and S2-vl are smaller than those for cases S1 and S2. e differential settlements for cases S1-vl and S2-vl are 54% and 53% smaller than those for cases S1 and S2, respectively. is is due to the absence of weight loss which results in smaller effect of stress relief for cases S1-vl and S2-vl as compared to that for cases S1 and S2. Figure 9 shows the displacement and deformed shape of the existing tunnel at section A-A for different advancing stages expressed in terms of y/D ratios. e existing tunnel displaces upward (i.e., heave) for case S1 and downward (i.e., settle) for case S2 as the y/D ratio increases. is is because tunnel excavation results in stress relief on each existing tunnel hence causing each existing tunnel to move towards each new tunnel. e maximum upward and downward vertical displacements of the existing tunnel for cases S1 and S2 are approximately 9.4 mm and 15.0 mm, respectively, at the end of excavation (i.e., at y/D � 10). In other words, the maximum downward vertical displacement for case S2 is 60% larger than the upward displacement for case S1. is is because the upward movement (i.e., heave) of the tunnel for case S1 is hindered by the overburden pressure of the soil above the existing tunnel which leads to smaller upward displacement of the existing tunnel ( Figure 8). On the contrary, downward displacement for case S2 is caused by both stress reduction at the invert and the overburden pressure of soil above the existing tunnel. When the tunnel face is at y/D � − 1, the existing tunnel displaces towards the new tunnel face and displaces back to its original position in the horizontal direction after the tunnel face passes the monitoring section. e existing tunnels tended to displace towards the advancing tunnel face in the y direction during tunnelling due to the effect of stress relief.

Displacement and Deformation of Existing Tunnel.
In addition to displacement of the existing tunnel, deformation of the existing tunnel is also observed. e horizontal diameter decreases (i.e., compressed), but the vertical diameter increases (i.e., elongates) with increasing y/ D ratio due to the effect of stress relief for both cases S1 and S2. e deformation of existing tunnels for case S1 is slightly smaller than that for case S2 in terms of both elongation and compression. e vertical elongation and horizontal compression of the existing tunnel for case S2 are 6% and 9% larger than those for case S1, respectively. e vertical elongation of each existing tunnel is mainly due to the deformation of the tunnel lining at the crown for case S1 and the invert for case S2. is is further verified by considering the change of normal stresses around the tunnel leading to bending moment induced on the tunnel lining, which are discussed later. e magnitudes of vertical elongation are approximately 33% and 54% larger than the horizontal compression for both cases S1 and S2, respectively, at the end of excavation (i.e., at y/D � 10). is computed result is inconsistent compared with the physical model test result reported by Kim et al. [8]. eir experimental result shows an opposite phenomenon whereby the existing tunnel experienced a decrease in vertical diameter but an increase in horizontal diameter due to the construction of a new perpendicular tunnel. It is reported by the authors that this is because of the large jacking forces which tended to cause the horizontal diameter of adjacent tunnels to increase which counteract the expected tendency of the vertical diameter of the adjacent tunnels to increase as a result of stress relief [8]. On the contrary, the vertical displacement and deformation of each existing tunnel for cases S1-vl and S2-vl are smaller than those for cases S1 and S2. e upward and downward vertical displacements for cases S1-vl and S2-vl are 61% and 47% smaller than those for cases S1 and S2, respectively. is is due to absence of weight loss which leads to smaller stress relief for cases S1-vl and S2-vl relief ( Figure 10) as compared to those for cases S1 and S2. Similar to cases S1 and S2, the downward vertical displacement for case S2-vl is larger than the upward displacement for case S1-vl. is is because the effect of weight loss causes changes of total stress around the new tunnel. Subsequently, an additional stress reduction due to weight loss occurs on the existing tunnel when the new tunnel advances beyond the existing tunnel. e deformations of existing tunnel for cases S1-vl and S2-vl are smaller than those for cases S1 and S2, respectively. e magnitudes of vertical elongation for cases S1-vl and S2-vl are 56% and 59% smaller than those for cases S1 and S2, respectively. On the contrary, the magnitudes of horizontal compression for cases S1-vl and S2-vl are 58% and 62% smaller than those for cases S1 and S2, respectively. is is due to the absence of weight loss which leads to smaller stress relief (detail explanation is given in Section 3.6) for cases S1-vl and S2-vl as compared to those for cases S1 and S2. Similar to cases S1 and S2, the deformation for case S2-vl is larger than that of case S1-vl. is is because the magnitude of maximum bending moment at the crown for case S2-vl is larger than that of the invert for case S1-vl. Figures 11(a) and 11(b) show the distribution of transverse bending moment induced on the lining of the existing tunnel along section A-A at the end of excavation. Positive bending moment denotes that the existing tunnel deformed outwards (i.e., outer face of tunnel lining in tension or hogging moment), while the negative bending moment denotes that the existing tunnel deformed inwards (i.e., outer face of tunnel lining in compression or sagging moment).

Bending Moment Induced on Existing Tunnel.
From Figures 11(a) and 11(b), the maximum (hogging) induced transverse bending moment occurs at the crown for cases S1 and S1-vl and at the invert of the existing tunnel for cases S2 and S2-vl, while the minimum (sagging) bending moment occurs at the spring line for all four cases S1, S2, S1vl and S2-vl. e elongation of the existing tunnel due to stress relief results in maximum positive (hogging) bending moment occurring at the crown and the invert for all the four cases. In contrast, the horizontal compression (Figure 9) of the existing tunnel results in minimum (sagging) bending moment occurring at the spring line (Figure 9). e magnitude of the maximum (hogging) and minimum (sagging) transverse bending moment in lining of the existing tunnel for case S1 is slightly smaller than that for case S2.
On the contrary, the maximum (hogging) induced transverse bending moments for cases S1-vl and S2-vl are smaller than those for cases S1 and S2, respectively. is is due to the absence of weight loss which leads to the smaller stress relief for cases S1-vl and S2-vl as compared to those for cases S1 and S2. e changes of stress are explained later in Section 3.6. erefore, the vertical displacement and deformation of each existing tunnel for cases S1-vl and S2-vl are smaller than those for cases S1 and S2 (Figure 9). When comparing case S1-vl and case S2-vl, the maximum magnitude of hogging bending moment at the crown for case S2vl is larger than that of the invert for case S1-vl. erefore, the downward vertical displacement for case S2-vl is larger than the upward displacement for case S1-vl (Figure 9). Figure 12 shows the distribution of longitudinal bending moment induced on the lining of the existing tunnel along section B-B (Figure 1) for different advancing stages expressed in terms of y/D ratios. Each y/D ratio represents the normalised advanced distance of the tunnel face with the diameter of the tunnel. e bending moment induced on existing tunnel lining are derived based on the longitudinal z y Direction of tunnel advancement S1 Vertical elongation = 1.6 mm Horizontal compression = 1.2 mm Upward displacement = 9.4mm S1-vl Vertical elongation = 0.7 mm Horizontal compression = 0.5 mm Upward displacement = 3.7mm y/D = -10 (initial) y/D = -1 (S1) y/D = -1 (S1-vl) y/D = 10 (S1) y/D = 10 (S1-vl) Advances in Civil Engineering vertical displacement of the existing tunnel using the elastic beam theory stated below: where δ(x) is the deformation of the existing tunnel lining, while E p and I p are Young's modulus and moment of inertia of the tunnel, respectively. e tunnel is assumed to be continuous without joints (i.e., tunnel lining is not segmented). As the tunnel face advances, the magnitudes of bending moment increase for both cases S1 and S2. e upward movement (i.e., heave) and downward movement (i.e., settle) of the existing tunnel for cases S1 and S2 ( Figure 8) result in maximum positive (hogging) and maximum negative (sagging) bending moments occurred at the middle section of the existing tunnel, respectively. e magnitude of maximum (hogging) bending moment for case S1 is 19 MN·m which is smaller than the sagging moment for case S2 (20 MN·m).
is is because the maximum reduction of the stress ratio for case S1 is smaller than that for case S2 which leads to a smaller vertical displacement and bending moment (Figures 9 and 11, respectively) for case S1 as compared to that for case S2. On the contrary, the maximum bending moments for cases S1vl and S2-vl are 47% and 50% smaller than those for cases S1 and S2, respectively. e smaller magnitude of bending Crown (S1) Crown (S2) Shoulder (S1) Shoulder (S2) Knee (S1) Knee (S2) Invert (S1) Invert (S2) Crown (S1-vl) Invert (S2-vl) Crown (S1) Crown (S2) Shoulder (S1) Shoulder (S2) Knee (S1) Knee (S2) Invert (S1) Invert (S2) Crown (S1-vl) Invert (S2-vl) Crown (S1) Crown (S2) Shoulder (S1) Shoulder (S2) Knee (S1) Knee (S2) Invert (S1) Invert (S2) Crown (S1-vl) Invert (S2-vl) (c) Figure 10: (a) Normalised longitudinal stress ratio, σ xx /σ v , (b) normalised transverse stress ratio, σ yy /σ v , and (c) normalised vertical stress ratio, σ zz /σ v , around the existing tunnel as tunnel face advances. moment for cases S1-vl and S2-vl as compared to those for cases S1 and S2 is due to the smaller displacement of the existing tunnel for cases S1-vl and S2-vl as compared to those for cases S1 and S2. Also, the stress reduction for cases S1-vl and S2-vl is smaller than that for cases S1 and S2 (see Figure 10). When comparing case S1-vl and case S2-vl, the maximum bending moment for case S1-vl is similar to case S2-vl. Figures 13(a) and 13(b) show the hoop force and longitudinal axial force in the existing tunnel lining along section A-A at the end of excavation for cases S1, S1-vl, S2, and S2-vl. In Figure 13(a), the maximum hoop force occurs at the spring line for both cases S1 and S2, while the minimum hoop force occurs at the crown for case S2 and the invert for case S1. e maximum and minimum axial forces are approximately 372 kN/m and 197 kNm/m for both cases S1 and S2, respectively. e hoop forces at the elements above the spring line are larger than those below the spring line for case S1 leading to upward movement, i.e., heave of the existing tunnel for case S1. On the contrary, the hoop forces at the elements below the spring line are larger than those above the spring line for case S2 leading to downward movement, i.e., settle of the existing tunnel for case S2. e trend of hoop force for case S1-vl and case S2-vl is similar to that for case S1 and case S2, respectively. However, the magnitudes of hoop force for case S1-vl and case S2-vl is smaller than those for case S1 and case S2, respectively. is is due to the smaller deformation of the existing tunnel for cases S1-vl and S2-vl as compared to that for cases S1 and S2, respectively ( Figure 9). Also, the stress reductions of cases S1-vl and S2-vl are smaller than those of cases S1 and S2, respectively ( Figure 10). From Figure 13(b), the maximum longitudinal axial force occurs at the crown for case S1 and at the invert for case S2, while the minimum axial force occurs at the invert for case S1 and at the crown for case S2. is is due to the significant effect of stress relief near the crown for case S1 and at the invert for case S2. e largest magnitudes of axial forces experienced in the lining for cases S1 and S2 are approximately 579 kN/m and 584 kN/m, respectively. e trend of axial force for case S1-vl and case S2-vl is similar to that for case S1 and case S2, respectively. However, the magnitude of axial force for case S1-vl and case S2-vl is smaller than that for case S1 and case S2, respectively. is is due to the smaller deformation of the existing tunnel for cases S1-vl and S2-vl as compared to that for cases S1 and S2, respectively ( Figure 9). Also, the stress reduction of cases S1 S1-vl Advances in Civil Engineering S1-vl and S2-vl is smaller than that of cases S1 and S2, respectively.

Stress
Transfer Mechanism. Figure 10 shows the normal stresses in soil which include longitudinal (x direction), transverse (y direction), and vertical (z direction) stresses around the existing tunnel at different tunnel advancing stages along section A-A. A total of four soil elements which are located at the crown, shoulder, knee, and invert at the monitoring section are chosen for both cases S1 and S2. Also, the soil elements at the crown for S1-vl and the invert for S2-vl are included in these figures for comparison. For ease of comparison, the normal stresses are normalised by the corresponding overburden pressures and are expressed in terms of percentage. Also, the tunnel advancing stages are expressed in terms of normalised distance of the advancing tunnel face with the diameter of the tunnel, y/D. Figure 10(a) shows that the normalised stress ratio in the longitudinal direction, σ xx /σ v , increases slightly when the tunnel face reaches y/D � − 3. However, as the tunnel face approaches the centre line of the existing tunnel, the stress ratios at the crown and shoulder for case S1 and the knee and invert for case S2 decrease remarkably. e stress ratios reach their minimum values when the tunnel face arrives at y/ D � 1.5. e stress ratios at the crown for case S1 and the invert for case S2 then increase (i.e., recover) slightly to different extent as a result of stress transfer in the longitudinal direction of the existing tunnel when the tunnel face reaches y/D � 2, beyond which no further stress changes take place.
In Figure 10(b), noticeable normal stress changes take place in the transverse direction (i.e., a slight increase in stress) when the tunnel face reaches y/D � − 3. e normalised transverse stress ratios, σ yy /σ v , for soil elements at the shoulder for case S1 and the knee for case S2 increase tremendously when the tunnel face arrives at y/D � − 0.5 and reaches its maximum at y/D � 0.5. After reaching its maximum, it begins to decrease and remains constant after y/ D � 2. e increase in stress ratios at the shoulder for case S1 and the knee for case S2 and the decrease of the stress ratios at the crown for case S1 and the invert for case S2 indicate that the stresses from the crown of case S1 and the invert of case S2 are transferred to the shoulder of case S1 and the knee of case S2. A slight increase in the normalised transverse stress ratios at the knee of case S1 and the shoulder of case S2 is also observed at y/D � 0, starts to decrease (i.e., recover) at y/D � 2, and remains constant after y/D � 6.

Conclusions and Limitations
Based on the computed results of the three-dimensional finite element analyses, the following conclusions are drawn: (1) e ground surface settlement for case S1 is deeper but narrower as compared to that for case S2. e computed results for both cases S1 and S2 show a smaller maximum settlement as compared to that of the greenfield case. is is due to the presence of existing tunnel beneath and above the new tunnel for cases S1 and S2, respectively. e presence of the existing tunnel stiffens the soil and therefore reduces the ground surface settlement. e predicted ix and K values for ground surface settlement trough are larger for the case of the twin tunnel as compared to a single tunnel. (2) e effect of tunnelling on the existing tunnel for construction sequence S2 is more significant compared to case S1 in terms of both displacement in location and deformation in shape. (3) e maximum bending moment occurs at the crown and invert for both cases S1 and S2, whereas the minimum bending moment occurs at the spring line for both cases. It is noted that the magnitudes of maximum and minimum bending moment for case S2 are larger than that for case S1 which explains the larger horizontal and vertical deformations of the existing tunnel for case S2 as compared to that for case S1. (4) When the new tunnel face approaches the centre line of the existing tunnel, the transverse normal stresses at the crown for S1 and invert for S2 are transferred to the shoulder for case S1 and knee for case S2 in the transverse section. e maximum normal and shear stress change for case S2 is larger than that for case S1 which explains the larger deformation and bending moment induced on the existing tunnel for the case S2 as compared to that for S1. (5) For both cases S1 and S2, the effect of stress release is significant on the existing tunnel when the advancing tunnel face is between a distance of 3D behind and 6D ahead of the existing tunnel center line.
e limitations of this study mainly include two aspects. First, the soil constitutive model adopted in the simulations did not account for soil small-strain (0.001% to 1%) stiffness which is a key parameter for predicting ground deformations and dynamic responses of many earth structures such as retaining walls, foundations, and tunnels [21,22]. Soil small-strain stiffness characterizes high stiffness of soil at initial small strains (0.001% to 1%). If the soil constitutive model adopted in this study incorporates soil small-strain stiffness, the soils far away the tunnel experience a smaller deformation, while the soils near the tunnel experience a larger deformation. Second, the mechanical parameters for the dry sand and tunnel lining lack of a corresponding engineering background. In order to assist the engineering design, the further numerical study should be related with a specific practical project or model experiment about perpendicular crossing tunnelling, which also facilitates the validation and optimization of the numerical model for this problem.

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

Conflicts of Interest
e authors declare that they have no conflicts of interest.