Study of Deformation Behaviors and Mechanical Properties of Central Diaphragm in a Large-Span Loess Tunnel by the Upper Bench CD Method

0e central diaphragm is often used to reduce the span to maintain the stability and safety of structure in the construction of large-span loess tunnel due to the structure complexities. In this paper, relying on the field monitoring and measurement for Wangcun tunnel in Huangling-Yan’an expressway expansion project, the crown settlement and horizontal convergence of primary support steel rib and central diaphragm steel rib during the construction are analyzed by the upper bench CDmethod. According to the internal force transfer, deformation coordination, and arch foot displacement between the two structures, the support system is regarded as the arch-beam fixed structure with three times of statically indeterminate and movable abutment under the loads, and the mechanical calculation model of sidewall steel rib and the central diaphragm structure bearing loads and deformation together is established. Finally, through the mechanicalmodelmentioned above, the deformation characteristics of central diaphragm structure and the horizontal convergence in the upper bench of tunnel are calculated and analyzed.0e research shows the following: (1) the accumulated settlement of sidewall steel rib in Part I is greater than that of the sidewall steel rib in Part II, and the accumulated settlement of each part at the support structure during the tunnel excavation is less than the reserved deformation of 150mm specified in the tunnel excavation; (2) the settlement located at the waist and maximum excavation line position of central diaphragm is mainly affected by the excavation of Parts I and II in upper bench; (3) during thewhole excavation process, the excavation of Part I andPart II has the greatest influence on the convergence at archwaist and the maximum excavation line position in Part I, and the convergence at the above two positions all experienced four stages of “convergenceexpansion-convergence-gradual stability”; and (4) the errors between the horizontal convergence and the deformation of central diaphragm obtained by themechanical model and the fieldmonitoring data are between 12.7% and 27.5%.0e calculated results are in good agreement with the actual situation. 0e research can provide a theoretical basis for the study of deformation and mechanical properties for support structure in the construction of large-span loess tunnel by the upper bench CD method.


Introduction
Along with the implementation of China's " e Belt and the Road" strategic plan and the rapid development of national economy and traffic construction in the western region, the number of motor vehicles has been increasing and the traffic volume has been increasingly saturated in recent years. Traffic congestion problems have seriously restricted the development of road traffic [1][2][3][4][5][6]. As the tunnel project is an irreversible project and the traffic route is nonrenewable resources, there are more and more single hole three-lane loess highway tunnels in new construction and reconstruction projects in the western region [7,8]. Engineering practice showed that the soil disturbance area is large, the bearing arch is difficult to form, and there are no obvious signs before the soil collapse during the construction of large-span loess tunnel. In the shallow tunnel area, the surface cracks produce easily, and the surface settlement is difficult to be controlled during the tunnel construction, which increase the construction difficulties of large-span loess tunnel. A large number of single two-lane highway loess tunnels have been constructed in China during the past years, and there have appeared serious problems such as surface cracking, arch settlement, lining deformation, and even collapse. Scholars have obtained some scientific research results and effectively guided the construction of project after many years of scientific research and engineering practice for loess tunnel [9][10][11][12][13][14][15]. For example, Chen et al. revealed the action mechanism that the system bolt could not restrain the deformation of loess tunnel, established the mechanical analysis method for the composite structure of steel rib and foot reinforcement bolt (pipe) (FRB) in loess tunnel, and proposed the rigid support theory that the steel rib is the main structure to control the deformation in loess tunnel [16]. At present, many scholars all over the world have made a lot of researches on the construction technology for single hole two-lane loess tunnel, but few of them have studied the deformation law and the mechanical characteristics of support structure for single hole three-lane long-span loess tunnel.
At present, the main construction methods for largespan loess tunnel are the bench method [17,18], the central diaphragm method (CD) [19], the cross diaphragm method (CRD) [20][21][22], and the two-side pilot hole method [23,24]. However, the engineering practice of large-span loess tunnel shows that the above four construction methods cannot meet the requirements of deformation control and construction efficiency at the same time. erefore, based on the traditional CD method, the upper bench CD method came into being. e new construction method can not only effectively control the deformation of the tunnel, but also speed up the construction progress, improving the construction efficiency greatly [25]. e central diaphragm structure is often used as temporary support to maintain the stability of tunnel during the construction by upper bench CD method. e field monitoring and measurement results show that the central diaphragm structure often produces large deformation and complex stress characteristics in the process of tunnel excavation and support structure installation, which will induce a series of engineering problems and pose a great threat to the stability of tunnel structure and the safety of construction. e overall stability of support structure is closely related to the stress state of central diaphragm, and the stress safety of central diaphragm is of great significance to the safety and stability of the whole support structure. erefore, with the application of upper bench CD method in engineering practice, the stability and stress state of central diaphragm structure have attracted the attention of academia.
Many scholars have studied the deformation and mechanical response of support structure in the construction of loess tunnel [13,[26][27][28]. e safety and stability of central diaphragm structure has also attracted the attention of many scholars, which is often used to reduce the excavation span and improve the structural stability for the structure safety of large-span loess tunnel. Zhang et al. analyzed the central diaphragm deformation in the CRD construction section for Xiamen East Passage by convergence metrology method. ey proposed that the deformation of horizontal convergence was mainly caused by the deformation of central diaphragm [29]. Zhang studied the influence of construction in each excavation part on the primary support safety and the characteristics of stress and deformation during the construction of large section of soft stratum in the land section of Xiamen Xiang'an undersea tunnel buried by CRD method [30]. e results showed that the joint of upper part at the central diaphragm and the primary support vault was the weakest part for support structure during the construction by CRD method. Luo and Chen measured the horizontal convergence of tunnel first leading hole and the crown subsidence during the CRD construction by using the side measurement method through the total station [31].
rough the analysis of displacement time curve, the deformation law of central diaphragm was obtained. Zhang et al. analyzed the deformation characteristics of central diaphragm by establishing a mechanical model, while the sidewall steel rib and the central diaphragm are regarded as the arch structure and the beam structure whose two ends are fixed in the stratum, respectively, without considering the moment transfer and deformation coordination between the above two structures [32]. Based on the soil highway tunnel, Luo et al. studied the mechanical characteristics of central diaphragm structure for the large-span shallow soft surrounding rock tunnel constructed by CRD method and proposed the mechanical calculation model of central diaphragm structure. e steel rib of central diaphragm is regarded as the three times statically indeterminate beam structure with two ends fixed into soil under the action of horizontal load, without considering the displacement of both ends at the steel rib, the mechanical characteristics and deformation law for central diaphragm in different construction stages are obtained [33].
Generally speaking, the previous studies on the mechanical properties of central diaphragm mainly focused on the project construction by CD, CRD, and two-side pilot hole method, while the researches on the central diaphragm structure for large-span loess tunnel constructed by the upper bench CD method have not been studied. In addition, the numerical simulation and field monitoring are the main approaches used in the previous study. In terms of mechanical calculation model, the mechanical model for central diaphragm structure is too simplified and rough, the deformation coordination between the sidewall steel rib and the central diaphragm steel rib as well as the displacement at the arch foot of steel rib is not considered, and the stress of structural joint and the central diaphragm is not clear, which cannot truly reflect the bearing mode and mechanism of support structure in the construction process. erefore, for the large-span loess tunnel constructed by upper bench CD method, the mechanical and deformation characteristics of central diaphragm structure need to be further studied, and the safety and stability of structure directly affect the construction safety and cause a series of engineering problems.
Based on the field monitoring of Wangcun tunnel project in Huangyan expressway, this paper analyzes and discusses the crown settlement and horizontal convergence of steel rib at sidewall and the central diaphragm structure during the construction by upper bench CD method and establishes the mechanical calculation model with the sidewall steel rib and the central diaphragm structure bearing loads and deformation together. According to the internal force transfer, deformation coordination, and arch foot displacement between the two structures, the support system is regarded as the arch-beam fixed structure with three times of statically indeterminate and movable abutment under the loads. rough the mechanical model mentioned above, the deformation characteristics of central diaphragm structure and the horizontal convergence in the upper bench of tunnel are calculated and compared with the field monitoring data. e good agreement between the two results proves that the mechanical model and the calculation method have strong applicability and high reliability for the tunnel project. e study can provide theoretical basis for the analysis of mechanical and deformation characteristics for support structure during the construction of large-span loess tunnel by the upper bench CD method.

Engineering Overview
Huangling-Yan'an expressway expansion project is an important part of Xi'an-Yan'an expressway project. ere are 36 tunnels (single tunnel) in the whole route, with a total length of 50.306 km, including 44.927 km/27 long tunnels, 4.254 km/6 medium tunnels, and 1.125 km/3 short tunnels. e excavation diagram of this method is shown in Figure 1, and the detailed construction stage information is summarized in Table 1.
e landform of tunnel site is loess tableland, and the stratum of tunnel crossing is mainly quaternary lower Pleistocene Wucheng formation loess (Q1col), part of which is central Pleistocene Lishi formation loess (Q2col) and upper Pleistocene Malan formation loess (Q3col). e rock mass type of tunnel is Class V with single type. e groundwater in the tunnel site is not rich in general, and there is an aquifer in the Quaternary loess. e water content of rock mass is between 19.8% and 24.25%. e rock mass stability is poor, and there will be water dripping or seepage during excavation. e geological conditions of Wangcun tunnel are illustrated in Figure 2.

Observation Performance of Central
Diaphragm Structure

Measuring Point Arrangement and Observation
Frequency. Based on Wangcun tunnel, the crown settlement and horizontal convergence of support structure during the construction used upper bench CD method in tunnel section with Class V-level surrounding rock are monitored and measured on-site. e measuring points are arranged as shown in Figure 3.

Horizontal Convergence of Support Structure.
According to the field construction situation, the total station reflective films are set at the arch waist (BC) and the maximum excavation line position (DE) in Part I, and the change of tunnel horizontal convergence during the excavation process is observed by TOPCON OS-602G total station. e reflective film and field measurement situation are illustrated in Figures 4 and 5. e observation frequency in this tunnel satisfied the requirements of technology code for highway tunnel, as shown in Table 2. Table 3 shows the accumulated crown settlement value at the monitoring sections in Wangcun tunnel. According to the field monitoring data and the specific situation of support structure during the construction, the deformation laws of each monitoring section are basically the same. In this paper, only YK11 + 931 section and YK11 + 928 are selected for analysis. e crown settlement and horizontal convergence of these two sections are shown in Figures 6-9, respectively. According to Table 3, the cumulative settlement value of sidewall steel rib (A, B, and D) in Part I is between 34 and 131 mm, with an average of 67.6 mm; the cumulative settlement value of sidewall steel rib (F, G, and H) in Part II is between 16 and 65 mm, with an average of 29.3 mm. In the process of tunnel excavation, the settlement time curves of    Advances in Civil Engineering      Advances in Civil Engineering settlement value of each part at the support structure is less than the reserved deformation value of 150 mm specified in "Specifications for Design of Highway Tunnels" [34], and the maximum value is 131 mm but only appears at individual measuring points. e average cumulative settlement value of steel rib structure is 44.3 mm, accounting for 29.5% of reserved deformation value. At the same time, the field monitoring results show that there is no obvious deformation and cracking in all parts at the support structure. erefore, it is not difficult to find out that the application of upper bench CD method in the construction of large-span loess tunnel is feasible, and the construction of this method can ensure the safety and stability of support structure. Figures 6 and 7 show the typical settlement of sidewall steel rib and central diaphragm structure at YK11 + 931 and YK11 + 928 sections. With the construction of each excavation part in tunnel, the settlement value of monitoring point on the sidewall and the central diaphragm changed obviously, which shows the characteristics of increasing first and then gradually stabilizing. e maximum settlement values of YK11 + 928 and YK11 + 931 sections are 66 mm and 67 mm, respectively, which are located at the sidewall of Part I, respectively, at the arch foot and the arch waist. e maximum settlement rates at sections YK11 + 928 and YK11 + 931 are 8 mm/day and 14 mm/day, respectively. To be summarized, the settlement of each point mainly occurred in the excavation stage of upper bench (Parts I and II), and the settlement accounts for about 80% of the total deformation of YK11 + 928 section in this stage, while that of YK11 + 931 section is about 75%. e excavation of the lower part in tunnel (Parts III and IV) has little influence on the settlement of tunnel. After the excavation of Part IV and the installation of steel rib, the settlement gradually tends to be stable over time.

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Based on the analysis of settlement variation at the central diaphragm waist and the maximum excavation line during the excavation of different parts in tunnel, it can be seen that the settlement caused by the excavation of Part I is 25-36 mm, with an average value of 31 mm, accounting for 58%-75% of the total settlement of central diaphragm; the settlement caused by the excavation of Part II is 10-18 mm, with an average value of 13 mm, accounting for 45%-17% of total settlement. It can be seen that the settlement ratio for waist and maximum excavation line position at the central diaphragm caused by the excavation of Part I is relatively large, that caused by the excavation of Part II is the second, and that caused by the excavation of Parts III and IV is small. e settlement of central diaphragm waist and maximum excavation line position at the research section after the excavation of Parts I and II account for about 90% of the total settlement before the removal of central diaphragm, which shows that the settlement located at the waist and maximum excavation line position of central diaphragm are mainly affected by the excavation of Parts I and II in upper bench. Figures 8 and 9 show the horizontal convergence at the arch waist and the maximum excavation line position in Part I of tunnel at sections YK11 + 931 and YK11 + 928 during the construction by the upper bench CD method. Figure 8 shows that the convergence value of arch waist and the maximum excavation line position in Part I changed significantly during the tunnel construction at YK11 + 931 section. e maximum convergence values at the arch waist and the maximum excavation line position are 35 mm and 58 mm, respectively, both of which are less than 150 mm of reserved excavation deformation specified in the tunnel design and "Specifications for Design of Highway Tunnels." After the excavation of Part I, the convergence value at the two positions increased sharply, and the convergence value at the maximum excavation line position increased the most in the first three days, reaching 12 mm/day. e convergence value at the two positions reached the maximum before the excavation of Part II. After the excavation of Part II, the convergence values at the two positions decreased significantly.
e convergence reduction values at the arch waist and the maximum excavation line position are 10 mm and 31 mm, respectively, and the convergence values of arch waist decreased the fastest, reaching 9 mm/day. After the excavation of Part 0049II, the convergence value at the maximum excavation line position increased to 53 mm gradually, and the convergence value at the arch waist slightly decreased to 2 mm and then slowly increased to 4 mm. After the excavation of Part IV and the installation of steel rib, the convergence value at the two positions stabilized gradually.
e horizontal convergence at the arch waist and the maximum excavation line position of section YK11 + 928 are similar to those of section YK11 + 931. e maximum convergence values at the arch waist and the maximum excavation line position are 12 mm and 38 mm, respectively. After the excavation of Part I, the horizontal convergence at the arch waist and the maximum excavation line position increased rapidly to 12 mm and 26 mm, respectively. Compared with the YK11 + 931 section, the time for the horizontal convergence of this section to increase to the maximum value was shorter. e convergence value at the maximum excavation line position increased the fastest from the 3 rd to 4 th day after excavation of Part I, reaching 11 mm/ day. e convergence value at the two positions reached the maximum before the excavation of Part II. After the excavation of Part II, the convergence value of arch waist gradually reduced to 6 mm, and that of the maximum excavation line position first reduced to 20 mm and then increased to 30 mm. After the excavation of Part III, the convergence value at the maximum excavation line position continued to increase to 35 mm; the convergence value at the arch waist slightly increased and then decreased to 5 mm. After the excavation of Part IV, the convergence value at the maximum excavation line position slightly increased and then remained stable; the convergence value at the arch waist slightly decreased and then remained stable.
From Figures 8 and 9, it can be seen that the excavation of Parts I and II in tunnel has the greatest influence on the convergence at the arch waist and the maximum excavation line position of central diaphragm structure. e convergence of two positions increased sharply after the excavation of Part I, and that of the two positions decreased significantly after the Part II excavation. e change rule of horizontal convergence at the arch waist was similar to that at the maximum excavation line position. e maximum convergence value at the maximum excavation line 8 Advances in Civil Engineering position is about 2.25 times that at the arch waist, and the convergence value at the arch waist is smaller than that at the maximum excavation line position as a whole. e convergence at the above two positions has experienced four stages of "convergence-expansion-convergencegradual stability." is phenomenon is mainly caused by the change of rock mass pressure on the central diaphragm and the displacement at the arch foot of steel rib. After the excavation of Part I, the steel rib of sidewall and central diaphragm were installed, both of which were firmly and rigidly connected at the vault. At this time, the steel rib of sidewall and central diaphragm shared the loads together and reached a stable state. In this stage, the inclined central diaphragm steel rib not only undertook the soil pressure from Part II, but also indirectly undertook the load transferred from the sidewall steel rib. After the excavation of Part II, the soil pressure in this part directly acting on the central diaphragm disappeared. In this stage, the inward horizontal elastic deformation of central diaphragm structure due to the disappearance of soil pressure in Part II was restored. At the same time, the soil contacted with the sidewall steel rib acted on the integral support structure composed of the steel rib of sidewall and central diaphragm, resulting in the outward elastic deformation in the central diaphragm structure. ese two actions led to the outward expansion of central diaphragm structure, and then the horizontal convergence value decreased.

Mechanical Model for Support Structure
Engineering practice shows that the primary supporting structure of tunnel is generally composed of steel rib, shotcrete, anchor bolt, and steel mesh, and steel rib is the main bearing structure. According to the field engineering practice and the bearing mechanism of supporting structure, this paper only considers the deformation behaviors and mechanical properties of steel rib structure when studying the construction mechanical behavior of supporting structure in upper bench CD method.
After the excavation of Part I constructed by upper bench CD method, the sidewall steel rib and the middle diaphragm steel rib were constructed with the rigid connection at the arch crown. At the same time, the bottom of steel rib is firmly welded with the FRB, both of which are elastically fixed and deformed coordinately. After the excavation of Part II at the upper bench, the load caused by the rock mass in Part II acting on the middle diaphragm structure disappeared. e inward horizontal elastic deformation of central diaphragm structure due to the disappearance of soil pressure in Part II was restored. At the same time, the soil contacted with the sidewall steel rib acted on the integral support structure composed of the steel rib of sidewall and central diaphragm, resulting in the outward elastic deformation in the central diaphragm structure. According to the deformation and mechanical characteristics of support structure in the actual construction process, the excavation process and the bearing mode of support structure are shown in Figures 10 and 11, respectively. e support system is regarded as the arch-beam fixed structure with three times of statically indeterminate and movable abutment in this mechanical model. e model structure satisfies the following assumptions: (1) sidewall steel rib is regarded as the arc structure with equal radius; (2) the central diaphragm steel rib is regarded as the beam structure, which is erected along the radius direction of arc structure; and (3) the whole model is rigidly connected at each node. e calculation model is shown in Figure 12. e arch structure and beam structure in the calculation model are shown in Figures 13 and 14, respectively, where q is the uniform load acting on the supporting structure; e 1 , e 2 are the horizontal side pressure acting on the supporting structure; f is the excavation height of Part I; β 1 and β 2 are the corner of arch foot section in the sidewall steel rib and the central diaphragm steel rib, respectively; ] 1 and ] 2 are the vertical displacement of arch foot section in the sidewall steel rib and the central diaphragm steel rib respectively; μ 1 and μ 2 are the horizontal displacement of arch foot section in the sidewall steel rib and the central diaphragm steel rib, respectively; α is the angle between the central diaphragm and the horizontal direction; and l 1 and l 2 are the horizontal projection length of sidewall steel rib and central diaphragm steel rib, respectively. e whole model structure is symmetric and the load distribution is asymmetric, so there is shear force at the top rigid joint of sidewall steel rib and the central diaphragm steel rib. e structural forces X 1 , X 2 , and X 3 at the top rigid joint of model are solved by the force method of structural mechanics, where X 1 is the bending moment of steel rib at the top joint, X 2 is the axial force of steel rib at the top joint, and X 3 is the shear force of steel rib at the top joint. e positive direction of each structural internal force in arch structure and beam structure is shown in Figures 13 and 14, respectively. According to the analysis of structural characteristics, it can be concluded that the relative rotation angle, relative axial displacement, and relative radial displacement at the section of top rigid joint are all equal to 0. Figure 15 shows the basic calculation system of model structure. e displacement coordination equation of model structure is shown in the following equation: X 1 δ 11 + X 2 δ 12 + Δ 1p + β 1 + β 2 � 0, X 1 δ 21 + X 2 δ 22 + Δ 2p + μ 1 + μ 2 sin α + ] 1 + ] 2 cos α + f β 1 + β 2 sin α + l 2 β 2 − l 1 β 1 cos α � 0,     From Figure 15, it can be concluded that the coefficients value in the previous equation meets the following conditions:

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e bottom of steel rib is firmly welded with the FRB. According to the Winkler foundation beam model [35][36][37] and the elastic foundation beam theory [38], the unit displacement and load displacement at the foot of sidewall steel rib and the central diaphragm steel rib can be calculated by the following two equations, respectively: M pi and Q pi can be obtained from the following equation: where β 11 , β 12 , μ 11 , μ 12 , ] 11 , and ] 12 are the angle, horizontal displacement, and vertical displacement of structure bottom caused by the unit moment acting on the foot of sidewall steel rib and the central diaphragm steel rib; β 21 , β 22 , μ 21 , μ 22 , and ] 21 are the angle, horizontal displacement, and vertical displacement of structure bottom caused by the unit horizontal force acting on the foot of sidewall steel rib and central diaphragm steel rib; β 31 , β 32 , μ 31 , μ 32 , ] 3 , and ] 32 are the angle, horizontal displacement, and vertical displacement of structure bottom caused by the unit vertical force acting on the foot of sidewall steel rib and the central diaphragm steel rib; β p1 , β p2 , μ p1 , μ p2 , ] p1 , and ] p2 are the angle, horizontal displacement, and vertical displacement of structure bottom in the sidewall steel rib and the central diaphragm steel rib of basic structure under the action of rock mass pressure; θ 1 , θ 2 are the setting angle of FRB at the foot of sidewall steel rib and central diaphragm steel rib, respectively; M p1 , M p2 , Q p1 , and Q p2 are the bending moment and shear force at the foot of sidewall steel rib and central diaphragm steel rib under the surrounding rock load, respectively; and α 1 and α 2 are the deformation coefficient of FRB at the structure bottom of sidewall steel rib and the central diaphragm steel rib, respectively; α � ��������� KD/4E d I z 4 , K is the elastic resistance coefficient of rock mass, D is the borehole diameter, E d I z � 2×(E s I s + E g I g ), and E s , I s , E g , and I g is the elastic modulus (Pa) and inertia moment of cross-section (m 4 ) of bolt and mortar, respectively. δ ik is the flexibility coefficient, which represents the displacement (i, k � 1, 2, 3) generated along the structural forces X i direction when unit force X K � 1 acts on the cantilever end of steel rib in the basic structure; according to the structural characteristics of model, δ 13 � δ 31 � δ 23 � δ 32 � 0; according to Figure 15, the displacement δ ik can be calculated according to the following equations: Δ ip is the displacement (i � 1, 2, 3) generated along the direction of structural forces X i under the action of rock mass pressure in the basic structure; according to the structural displacement calculation model (Figure 15), the displacement Δ ip can be calculated according to the following equations: Advances in Civil Engineering 13 where φ m is the central angle corresponding to the arc of steel rib; R is the radius of arc; and E s I s is the compressive stiffness of steel rib (N·m 2 ). e model structure satisfies the following geometric relations: According to equation (1), the linear equations of structure forces X 1 , X 2 , and X 3 can be transformed into the following equation: By substituting β ik and μ ik obtained from (3) and (4) and the displacements δ ik and Δ ip of basic structure obtained from (6)-(12) into (1), the calculation formulas of a ik are shown in the following equations : a 11 � δ 11 + β 11 + β 12 , a 13 � β 31 − l 1 + l 2 sin αβ 11 + β 32 , a 21 � δ 21 + μ 11 + μ 12 sin α + ] 11 + ] 12 cos α + f β 11 + β 12 sin α + l 2 β 12 − l 1 β 11 cos α,

Horizontal Deformation of Central Diaphragm Caused by
Part II Loads. Figures 8 and 9 show that the convergence value of Part I decreased sharply after the excavation of Part II. In this stage, the main reason is that the rock mass originally acting on the central diaphragm structure in Part II was excavated, which led to the disappearance of load from the soil in Part II. e convergence reduction value in Part I corresponded to the horizontal deformation of central diaphragm structure under the above disappeared load. After the excavation of Part I, according to Figure 14, the bending moment at each position of central diaphragm steel rib can be calculated as shown in (21). After the excavation of Part II, for the arch-beam fixed structure, only the rock mass pressure acting on the sidewall steel rib in Part I is considered and the uniform load and horizontal load acting on the central diaphragm are 0, and the rock mass load q, e 1 , and e 2 acting on the middle diaphragm disappear in Figure 12. According to Figure 11 and (4), β P2 , μ P2 , and ] P2 at the arch foot of middle diaphragm steel rib under the action of rock mass load in Part II are all 0, and the structure forces X 1 ′ , X 2 ′ , and X 3 ′ for arch-beam fixed structure can be obtained according to (1)- (20). en according to (21), the bending moment at each position of central diaphragm steel rib after the excavation of Part II can be calculated: e relationship between bending moment and deflection is shown in the following equation: e deformation of central diaphragm structure can be obtained by double integration of bending moment, as shown in the following equations: From Figures 6 and 7, P 1 and D 1 can be obtained according to the crown settlement values at positions C and E of central diaphragm and (23). e difference between the deformation value of middle diaphragm structure after the excavation of Part I and the deformation value after the excavation of Part II is the deformation influence value for middle diaphragm under the condition of Part II excavation. According to the field measured engineering data and the above formulas, the horizontal deformation of central diaphragm at the sections YK11 + 928 and YK11 + 931 influenced by Part II can be calculated as shown in Figure 16.
It can be seen from Figure 16 that the deformation for central diaphragm caused by the excavation of Part II is characterized by large deformation near the arch waist, small deformation at both ends, and larger deformation at the arch foot than that at the vault. e maximum horizontal deformation at sections YK11 + 928 and YK11 + 931 is 8.7 mm and 33.9 mm, respectively, which appears near the height of 3.35 m and 3.41 m, respectively. Relative errors for horizontal deformation of central diaphragm are illustrated in Table 4.

Horizontal Convergence Value in Part I.
Considering the rock mass pressure acting on the sidewall steel rib and the central diaphragm during the excavation of Part I, a ik can be obtained according to the measured values of each parameter and (1)- (20). en the structure forces X 1 , X 2 , and X 3 for arch-beam rigid fixed structure can be obtained by combining a ik with (14), and then the bending moment of sidewall steel rib can be calculated by the following equation: e horizontal deformation of sidewall arch structure ω H can be obtained by the following equations: From Figures 6 and 7, P 2 and D 2 can be obtained according to the crown settlement values at positions B and D of central diaphragm and (28). e horizontal convergence of Part I in tunnel is the superposition of deformation for sidewall steel rib and central diaphragm structure: According to the field measured engineering data and the above formulas, the horizontal convergence of Part I at sections YK11 + 928 and YK11 + 931 can be calculated as shown in Figure 17.
According to Figure 17, the horizontal convergence in Part I increases from top to bottom of tunnel, which is consistent with the monitoring data and field situation in tunnel project. After the excavation of Part I, the steel rib of sidewall and central diaphragm are squeezed to the interior under the rock mass pressure, so the horizontal convergence gradually increases. e maximum horizontal convergence values of YK11 + 931 and YK11 + 928 sections are 66.3 mm and 30.8 mm, respectively, and the maximum values appear at the maximum excavation line position. Relative errors for horizontal convergence value in Part I are illustrated in Table 5.

Conclusions
Based on the field monitoring and measurement of Wangcun tunnel, this paper analyzes the crown settlement and horizontal convergence of primary support steel rib and the central diaphragm steel rib during the construction by upper bench CD method. At the same time, the mechanical calculation model for sidewall steel rib and the central diaphragm steel rib bearing the load and deformation together is established, and the deformation for the supporting structure in tunnel project is calculated by the mechanical model. e main conclusions are as follows: (1) With the excavation of each part in tunnel, the settlement value of monitoring point on the sidewall and the central diaphragm changed obviously, which shows the characteristics of increasing first and then gradually stabilizing. e accumulated settlement of sidewall steel rib in Part I is greater than that of the  sidewall steel rib in Part II, and the accumulated settlement of each part at the support structure during the tunnel excavation is less than the reserved deformation of 150 mm specified in the tunnel excavation. e settlement at the waist and maximum excavation line position of central diaphragm at the research section after the excavation of Parts I and II accounts for about 90% of the total settlement before the removal of central diaphragm structure, which shows that the settlement at the waist and maximum excavation line position of central diaphragm are mainly affected by the excavation of Parts I and II. During the whole excavation process, it can be seen that the excavation of Part I and Part II in tunnel has the greatest influence on the convergence at the arch waist and the maximum excavation line position, and the convergence at above two positions has experienced four stages of "convergence-expansionconvergence-gradual stability." (2) e steel rib of sidewall and central diaphragm bear loads and deformation together under the rock mass pressure in the construction used upper bench CD method and the internal force transfer, deformation coordination, and arch foot displacement between the two structures should be considered. e sidewall steel rib is regarded as the arch structure and the equal diameter arc, the center diaphragm is regarded as the beam structure and is erected along the arc radius direction, and the support system is regarded as the arch-beam fixed structure with three times of statically indeterminate and movable abutment under the loads. (3) With structural mechanics, the mechanical model of the steel rib of sidewall and central diaphragm is established. e model is applied to analyze and calculate the horizontal convergence at the arch waist and maximum excavation line position in Part I and the deformation of central diaphragm with the disappearance of loads in Part II, and the results are compared with the field monitoring data. e error between them is between 12.7% and 27.5%, and the calculation results are in good agreement with the field situation, which verifies the engineering applicability of mechanical model and calculation method in this paper.

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

Conflicts of Interest
e authors declare no conflicts of interest.