Bridge Responses Induced by Adjacent Subway Station Construction Using Shallow Tunneling Method

*is paper presents a case of subway station construction under an existing prestressed concrete bridge with a three-span continuous beam located at the intersection of the 3rd Ring Road, Beijing. *e Huayuan Subway Station of line 6, constructed crossing between #7 and the #8 piers of the bridge by the shallow tunneling method, is approximately perpendicular to the existing Huayuan Bridge. *e minimum horizontal distance between the pile foundation and the subway station is only 0.08m.*e “PileBeam-Arc” construction sequence was used to ensure the safety of both the subway station and the bridge. Moreover, a series of reinforcement measures were adopted to safeguard the project, including deep grouting reinforcement surrounding the pile foundation from ground surface, temporary inverted arch in the middle of No. 5 drift, and the lateral steel support. Even though some cracks were observed on the bridge deck surface by the on-site deformation monitoring, the results were still within the proposed control standard. To prevent the further development of the cracks, jacking protection measure and bonded steel constructed under the box girder were performed. *e related measures proposed in this research can provide useful references for future similar projects.


Introduction
With the development of public transportation in congested urban areas, more subway stations and tunnels are constructed adjacent to existing infrastructures.Especially in big cities, a large number of municipal bridges are inevitably influenced by adjacent subway construction.One of the big issues of this kind of project is to ensure the safety of the existing bridge and the new underground structure.
Ground movements and loss of pile bearing capacity may happen when tunneling adjacent to piles and also due to the results of deformations of adjacent pile foundations and more damages.
erefore, attentions should be paid to tunneling adjacent to existing pile foundations.e pile or pile groups' responses caused by adjacent tunneling have been extensively studied by theoretical analysis, physical modelling, numerical modelling, and field observation in recent years.e physical modelling tests (Morton and King [1]; Bezuijen and Schrier [2]; Lognathan et al. [3], Yu et al. [4], and Zhu et al. [5]) and three-dimensional numerical analysis (Poulos and Davis [6]; Chow et al. [7]; Loganathan et al. [8]; Cheng et al. [9]; Emilios and Spyridoula [10]; Lee and Ng [11]; Lee and Jacobsz [12]; Soomro et al. [13]; Li and Shao [14]; Xiang et al. [15], Luo et al. [16], and Ma et al. [17]) were conducted to investigate the effects of the tunnel excavation on the different types of pile foundations which can conclude the presence of an existing pile settlement and horizontal displacement, owing to its stiffness and stability which are further influenced by its frictional resistance at the soil-pile interface.Furthermore, Cheng et al. [9], Su [18], and Zhou and Su [19] presented the influence area partition of pile due to the different spatial positional relationship, which has been utilized in many projects.
Recently, several existing structures crossed by tunneling were researched, including buildings, bridges, and pipelines, and all of them have similar deformation mechanism.Fu et al. [20] reported the ground and existing building response due to the construction of a sprayed concrete lining (SCL) subway twin tunnel in Shenzhen.Liu et al. [21] investigated the disturbance to piles and pile groups caused by multiple nearby drives of a large diameter slurry shielddriven tunneling machine in Shanghai.Zhang [22] described a systematic approach for existing building safety adjacent to twin tunnel excavation.Hou et al. [23] analyzed the pipeline damage during shallow tunneling.Qian et al. [24][25][26] studied the effects of existing tunnel due to new tunnel excavation.Besides, some specific reinforcement measures to reduce the impact of existing structures, especially existing bridges due to adjacent tunneling, have been developed, such as underpinning (Deb [27] and Xu et al. [28]), composite bolt pile (Lv and Liu [29]), and grouting reinforcement (Li et al. [30] and Qiu et al. [31]) during underground infrastructures construction.
ese papers illustrated the causes and influence degree for existing structures, even the control measures.
e previous literatures reveal that valuable insight could be gained from both numerical and physical modelling.e shield method or small cross-sectional excavation was used mostly in previous researches to document the response and control on tunnel excavation adjacent to existing structures.Moreover, all of the reinforcement measures mentioned above were the existing common measures.However, the jacking application for protection of the existing bridge was seldom reported.
is paper investigated the response and safety control schemes of an existing bridge due to nearby subway station construction.e main procedures are listed as following.
Firstly, the existing bridge and subway construction method and geology and hydrogeology conditions are described and demonstrated.After the control index and standard value determination, FLAC3D numerical analysis of the tunneling-soil-pile interaction was utilized to expound the effect of the reinforcement measures in line with the real project.Due to the uncertainties of the underground engineering and the complexities of the urban underground environment, the monitoring and feedback in combination with reasonable control measures were described during construction.In particular, the active jacking was used as emergency plan to protect the bridge safety for the first time in this project.Finally, this project of subway station construction crossing to existing bridge in urban are successful and representative.e safety control schemes as used in this case are widely used in similar projects in China and have been viewed as an effective solution to protect the safety of existing structures during tunnel construction.In addition, some suggestions are provided for engineers.

Project Overview
A plan view and a cross-sectional view of the relationship between the Huayuan Subway Station and the existing bridge are shown in Figures 1 and 2 e shallow tunneling method (Qian et al. [24]) using the "pile-beam-arch" approach was used   Advances in Civil Engineering for the excavation for the rest part of the subway station.e subway station, constructed between the 7th and the 8th piers of the bridge, is perpendicular to the existing Huayuan Bridge in the plan.
e minimum horizontal clearance between the station and the bridge pier is only 0.08 m.And the overburden depth of the subway station centerline is about 8.7 m.As usual, the composite lining includes primary lining and the secondary lining, and the waterproof sandwiched between them was used in this project.
e Huayuan main bridge, constructed in 1994, is located at a busy transport hub (interchange of the 3rd Ring Road and Chegongzhuang West Road).As shown in Figure 3, the superstructure of the bridge is prestressed concrete of continuous single box and double-cell box girder with three spans (32 m + 37 m + 32 m).e transverse of the full bridge, which is 28.3 m width, is divided into two widths.e substructure of the bridge is a single pier with four 1.2 m diameter and 20 m long piles spaced at 3.2 m for #7 pier and #8 pier.
A typical geological pro le of the project is shown in Figure 2.
e overburden soil of the subway station is amalgamation of back ll, silt, ne sand, and silt clay.e arch top of main station structure is mainly located at silt clay.e middle and bottom part are located at gravel, clay, and gravel, respectively.
e pro le reveals that the new subway station is mainly located in gravel.
e corresponding soil physical and mechanical properties are shown in Table 1.
At the beginning, the main subway structure construction was far away from the existing bridge, and the sixdrift mining method was used in this period.However, when the subway station entered into the bridge area, the mining method had been changed to ve-drift plus isolation pile.
e brief construction steps are shown in Figure 4. e construction timeline is shown in Table 2. e lower drifts were excavated prior to the upper drifts.en, side piles, which were closed to the #8 pier, were stretched under the pile tip up to 7.2 m.After king-pile construction, the earthworks of the station hall and the platform including   Advances in Civil Engineering primary lining and the secondary lining was excavated and constructed one after another.

Bridge Safety Criteria
e subway station excavation might cause di erential settlement and horizontal displacement for bridge, which were of a great in uence on the bridge security.
Considering the Huayuan Bridge is a statically indeterminate structure, additional internal forces would be applied to the bridge superstructure when the di erential settlement of the pier occurs.Due to the superposition of internal forces and additional internal forces, the internal forces in a cross section may exceed the bridge bearing capacity structure and cause damage.In addition, due to single pier structure, the bridge structure may be overturning in the lateral to cause box girder damage.erefore, the di erential settlement and horizontal displacement of the caps and pier are the main control indexes for existing bridges.Besides, the soil is the deformation transfer carrier, so the excessive stratum settlement is not allowed.For all of the existing structures, the stratum settlement is another important control index.
Based on the detection results and the Technical Code of Maintenance for City Bridge (CJJ99-2003) [32], the safety grade of the bridge was B. It means that the bridge with some defects on the surface was virtually in good condition before construction.According to the design documents, the vertical di erential settlement control value should be less than 5 mm, while the horizontal displacement of the pile foundation should be less than 4 mm in both directions.Besides, according to the Technical Code for Monitoring Measurement of Subway Engineering (DB11 490-2007) [33], the stratum settlement value is less than 60 mm.When the monitoring value reaches 60% of the controlling standard, monitoring frequency should be increased.When the monitoring value reaches 60%-80% of the controlling standard, the corresponding reinforcement measures should be adopted.When the monitoring value reaches 80% of the controlling standard, the constructing project should be stopped to take the emergency plan.However, some pipelines before station construction had been constructed.e

Reinforcement Measures and Their Effectiveness
ere were a series of common measurements, including the reasonable construction sequence, decreasing the excavation length, shorten the distance between two side piles, and deep grouting reinforcement surrounding the pile foundation from ground surface (Figure 5) during the construction.Besides, there was a temporary inverted arch in the middle of No. 5 drift to reduce the transverse displacement of the pile foundation (Figure 6).Meanwhile, the pile in No. 5 drift was extended below the station structure to form an isolation protection (Figure 7).And the lateral steel bracing was set in time during the main structures entered into the bridge area.e mechanical properties of the soils are shown in Table 1.
e FLAC3D (Fast Lagrangian Analysis of Continua in 3 Dimensions) numerical software was used to perform the numerical analysis.e FLAC3D can be operated in small or large strain mode.e large strain mode is adopted when the grid point (mesh) coordinates are updated at each  Advances in Civil Engineering strain or movement increment, according to the computed displacement.is is particularly important to the present study involving large soil movements.e model size is 100 × 80 × 60 m (L × W × H). e normal velocities of the grid points along the bottom, vertical, lateral, front, and back boundary planes are xed to be zero.e actual geometry of subway station, reinforcement body, and pile foundation is modelled in the simulation (Figure 8).e mesh comprises of 18740 elements with 28747 nodes or grid points.e interface is used to simulate the soil-structure interaction.e superstructure weight and external load are applied on top of each cap.After the gravitational equilibrium is reached, the subway station excavation is carried out by removing the speci c grid geometry.
e numerical simulation results of di erent construction stages are show in Figure 9. Notwithstanding the foregoing, due to the unpredictability and complexity of the construction, the bridge deformation may be beyond the Step 1 Step 2 Step 3 Step 4 Step 5 Step Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Advances in Civil Engineering standard.erefore, the real-time data analysis and feedback under construction is important to gure out the problems and deal with them in time.e emergency plan can be carried out if needed.For Huayuan Bridge, the superstructure of the bridge is a prestressed concrete structure, so the crack development does not occur.When this risk occurs, the jacking method should be used to compensate the settlement and provide safety reserve.e jacking position of Huayuan Bridge is shown in Figure 10.

Layout of Monitoring Points.
During the subway station construction, the common monitoring items including the pier settlement/tilt, the strain of the control section, and the crack development were monitored.During the bridge jacking process, the relative displacement between the bottom of the beam and the top of the pier was increased.All of the monitoring content is shown in Figure 11: (a Monitoring point of relative displacement (RS) 10 Advances in Civil Engineering monitoring points on the #8 cross section; and (c) the monitoring points of relative displacement.e crack open degree is done by manual observation.e first letters "S," "H," "T," and "ST" are settlement, horizontal displacement, tilt, and strain, respectively.And the first letter "W" or "E" of the monitoring point label indicated the monitoring point located at the west or east of the pier.e settlement and horizontal displacement were monitored with level and total station, respectively.

Monitoring Results of Bridge.
e monitoring results (Figures 12 and 13) show that the deformation of the existing bridge did not exceed the control standard, when the drifts far away from #8 pier were excavated completely before the subway station entered into the existing bridge area.e maximum settlement was −0.97 mm at S8-1 pier.e maximum horizontal displacement was 0.6 mm. e maximum tilt was 0.37‰.e monitoring results were under the local standard value.Moreover, the numerical simulation can well reflect the mechanical responses associated with subway station excavation.
However, many transverse cracks (Figure 14) were found on the bridge deck which may be caused by axial tensile stress along the longitudinal direction.erefore, the  Advances in Civil Engineering positive jacking should be employed to prevent the development of cracks.
Although the reinforcement measures grouting and isolation, as well as the maximum settlement of the pier which is still in reasonable range, a small amount of cracks appeared.
is phenomenon is representative during Beijing subway crossing overpass construction.It can be explained with severe reasons, listed as follows.(1) Because of heavy traffic, there was a long-term operation impact on the bridge.In addition, during the construction, the bridge was open to traffic.(2) e early cumulative value was not estimated accurately.

Jacking Measures
For the reasons above, the new emergency measure named as the bridge active jacking was proposed and used in this project (Figure 15).In this method, the superstructure and substructure are considered as two independent parts.(Based on control goal and the guarantee of the automated monitoring system, superstructure settlement was adjusted using hydraulic jacks controlled by the computer system to ensure structure safety in the whole jacking operation.)In this case, based on the elevation difference of the box girder   Advances in Civil Engineering bottom, No. 8 pier should be raised up to 5 mm.However, due to the uncertainty, the jacking method should be applied twice.e rst one is to check the functionality of the equipment and ensure the jacking e ectiveness.e latter one is the formal jacking in order to reach the nal goal (Tables 3 and 4).e whole process was divided into four loading steps and one unloading step gradually.For #8-1 pier, the average absolute height of the box girder had been jacked up to 5.64 mm.Similarly, the average absolute height had been jacked up to 4.7 mm for #8-2 pier.According to the Advances in Civil Engineering inspection of the cracks and the absolute height value of the pier top (Table 4), the influence on the substructure due to jacking can be ignored.
After the jacking ended, the bonded steel was used to minimize the cracks on the #6-#9 box girder in order to increase the ultimate bearing capacity and shear capacity of 14 Advances in Civil Engineering the bridge.In the next year construction, the absolute height of the box girder and the settlement of the piers were stabilized according to the data shown in Figures 16 and 17.Furthermore, the evidence shows that the protection method in this project was successful.

Conclusions
is paper presents a case of the Huayuan Subway Station construction under the existing Huayuan Bridge.In order to protect the safety of both existing bridge and new station, some measurements are taken before and during the new station construction, such as deep grouting reinforcement surrounding the pile foundation from the ground surface, temporary inverted arch, and isolation protection, and lateral steel bracing.During the construction process, formation of new cracks and the growth of existing cracks were observed from the bottom of the box girder.Once cracks appeared, superstructure settlement would be adjusted using hydraulic jacks controlled by the computer system with the guarantee of the automated monitoring system.
As the results show, the jacking method is an effective way in compensating the bridge piers settlement due to tunneling.It can be concluded that real-time jacking is a valid approach to ensure that the existing bridge stays in the best situation before new subway construction entering into the bridge area.
e jacking height should be determined according to the detailed investigations and assessment, and jacking operation should be divided into several steps which should be raised synchronously to ensure bridge safety.In addition, the initiation of cracks on the box girder is an important indication to evaluate the safety of the bridge.
e jacking method has been used in many similar projects in Beijing, including the Shuangjing running tunnels of Line 7 constructed nearby Shuangjing Bridge, and the Guangqumen running tunnels of Line 7 constructed nearby Guangqumen Bridge.
) the layout of the monitoring points along #6∼#9; (b) the Settlement monitoring point (S) Horizontal displacement monitoring point (H) Strain monitoring point (ST) Monitoring point of relative displacement (RS)

Figure 11 :
Figure 11: Layout of monitoring points.(a) Plan of monitoring points.(b) Monitoring points on piers (i stands for the axis ID).

Table 1 :
Physical and mechanical properties of soil.

Table 3 :
Absolute height value of the bottom of the box girder (unit: m).

Table 4 :
Absolute height value of the pier top (unit: m).