- Case study
- Open Access

# Forecasting and prevention of water inrush during the excavation process of a diversion tunnel at the Jinping II Hydropower Station, China

- Tian-xing Hou
^{1}, - Xing-guo Yang
^{2}, - Hui-ge Xing
^{3}, - Kang-xin Huang
^{2}and - Jia-wen Zhou
^{1}Email author

**Received:**10 December 2015**Accepted:**11 May 2016**Published:**23 May 2016

## Abstract

### Introduction

Estimating groundwater inflow into a tunnel before and during the excavation process is an important task to ensure the safety and schedule during the underground construction process.

### Case description

Here we report a case of the forecasting and prevention of water inrush at the Jinping II Hydropower Station diversion tunnel groups during the excavation process. The diversion tunnel groups are located in mountains and valleys, and with high water pressure head. Three forecasting methods are used to predict the total water inflow of the #2 diversion tunnel. Furthermore, based on the accurate estimation of the water inrush around the tunnel working area, a theoretical method is presented to forecast the water inflow at the working area during the excavation process.

### Discussion and evaluation

The simulated results show that the total water flow is 1586.9, 1309.4 and 2070.2 m^{3}/h using the Qshima method, Kostyakov method and Ochiai method, respectively. The Qshima method is the best one because it most closely matches the monitoring result. According to the huge water inflow into the #2 diversion tunnel, reasonable drainage measures are arranged to prevent the potential disaster of water inrush. The groundwater pressure head can be determined using the water flow velocity from the advancing holes; then, the groundwater pressure head can be used to predict the possible water inflow. The simulated results show that the groundwater pressure head and water inflow re stable and relatively small around the region of the intact rock mass, but there is a sudden change around the fault region with a large water inflow and groundwater pressure head. Different countermeasures are adopted to prevent water inrush disasters during the tunnel excavation process.

### Conclusion

Reasonable forecasting the characteristic parameters of water inrush is very useful for the formation of prevention and mitigation schemes during the tunnel excavation process.

## Keywords

- Water inrush
- Diversion tunnel
- Geological condition
- Water inflow
- Forecasting
- Pressure head

## Background

During the construction of a tunnel, such as a high-speed railway tunnel or diversion tunnel, water inrush is one of the most common and complex geological disasters and has a large impact on the construction schedule and safety (e.g. Coli et al. 2008; Zarei et al. 2011). Furthermore, when serious water inrushes occur in tunnel construction, huge economic losses and casualties can occur. Because water inrush causes great harm to underground engineering, the prediction of the groundwater inflow into a tunnel is needed for designing the tunnel drainage system and for estimating the environmental impact of the drainage (e.g. Park et al. 2008; Wang et al. 2011. The prediction of water inflow into a tunnel involves two aspects: one is the total inflow prediction before excavation and the other is the estimation of the water flow at the working area during the excavation process. Forecasting the water inflow before excavation of a tunnel gives a rough estimate of the water inflow before tunnel construction. The prediction requires geological and hydrological parameters to be determined; then, formulas are used to calculate the water inflow. These forecasting methods for water inrush into a tunnel can be divided into roughly two categories: the water balance method and groundwater dynamics method (Zhu and Li 2000). The water balance method is based on the principle of water balance, and its calculated result is the average water inflow over a span of years. The groundwater dynamics method is based on the hydraulics principle and has wide applications (Schwarz et al. 2006).

Previous studies developed with several methods for forecasting water inflow during the tunnel excavation process. For example, Goodman (1965) proposed a relation between a homogeneous aquifer and an infinite water table. Li et al. (2009) presented a numerical method for forecasting the groundwater flow and distribution of pore water pressure around tunnels. Based on the well-known Jacob and Lohman (1952) solution, Marechal and Perrochet (2003) presented a theoretical model to forecast the transient ground water discharge into deep Alpine tunnels. El Tani (2003) presented an analytical solution of the groundwater inflow based on the Mobius transformation and Fourier series. Zhang and Franklin (1993) presented an analytical solution to predict the water flow rush into a rock tunnel using the hydraulic conductivity gradient. Kostyakov and Ochiai proposed two types of theoretical models to determine the stable water inflow in tunnels (Xu et al. 2005). In this paper, three forecasting methods based on groundwater dynamics theory are used to predict the total water inflow of the #2 diversion tunnel at the Jinping II Hydropower Station and are compared with the measured results to evaluate the forecasting method.

The problems encountered during the construction period are mainly related to the unexpected inflow of groundwater at some locations; predicting the location of water ingresses is often a difficult task (Huang and Lu 2007). To obtain a more accurate value of the inflow at a tunnel face or the area near it during tunnel excavation, the groundwater pressure in the tunnel working area needs to be determined. Then, the water inflow value can be accurately predicted using hydraulics theory. Groundwater pressure can usually be determined using seepage theory if the groundwater table and geological conditions are known which can indicate the head loss from water table to measuring point. Zhang (2006) presented a seepage load incremental theory for analyzing stress in a lining and its impact on the water inflow during the excavation process. Wang et al. (2008) proposed a theoretical model to estimate the water pressure on a lining under controlled drainage. Atkinson and Mair (1983), Shin et al. (2002), Yoo (2005) and Lee et al. (2007) draw the same conclusions using a numerical simulation. Other researchers focused on analytical solutions to calculate the pore water pressure to estimate the effective stress distribution at the tunnel perimeter (Fernández and Alvarez 1994). However, during the tunnel excavation process, the geological conditions are always unknown and change along the excavation axis, so it is hard to obtain an accurate loss of the pressure head. To overcome this problem, this paper presents a theoretical method to more accurately predict the groundwater pressure during the tunnel excavation process. First, the water inflow can be measured from an advanced borehole or grout-hole. Then, this value can be used to calculate the groundwater pressure through hydraulics theory and to forecast the water inrush that may occur at the tunnel working area so that suitable countermeasures can be presented.

## Project background

### Project overview

### Geological condition

The area of the Jinping diversion tunnel groups are part of an alpine landscape with strong cutting structures and a large number of mountains with elevations of more than 3000 m. The direction of the Yalong River is approximately north-to-east 25° (N25°W), but when it arrives in the Heai country, it suddenly changes to south-to-west 15° (S15°W). Jinping Mountain, with an elevation of 4309 m, is located at the right bank of the Yalong River, and the valley is sharply incised by the river with an elevation less than 2000 m. In general, the terrain in the study area is very steep and the physiognomy mainly includes the following types: high mountains with strong cutting, mountains of medium cutting, gorges and karst and glacial geomorphology.

The Triassic strata is widely distributed in the research area, which accounting for more than 90 % of the area, and the outcropped area of carbonate rock makes up of 70–80 % among the area which is really an essential element of rock stability. Firstly, because of the strong extrusion in this kind of stratum, many complex folds had forming with the direction of SN. It has a significant impact on the water inrush because their cores and flanks can easily store water and form water channels. Then, the carbonate rock has an obvious solubility comparing with many other rocks, when it soaks in water for a long time, many karst caves may be form along the tunnel line and also brings some adverse effects for the diversion tunnels during the excavation process. Figure 2 shows the geological condition of the longitudinal profile for the #2 diversion tunnel at the Jinping II Hydropower Station. It shows the stratigraphic time from east to west includes: crystalline limestone, marble and argillaceous limestone in the Yantang Formation of the middle Triassic (T_{2y}) which includes three rock formations (T
_{2y}
^{4}
, T
_{2y}
^{5}
, and T
_{2y}
^{6}
); marble and crystalline limestone in the Baishan Formation of the middle Triassic (T_{2b}); sandstone and slates in the upper Triassic (T_{3}); crystalline limestone, marble, limestone, and argillaceous limestone in the Zagunao Formation of the middle Triassic (T_{2z}); and chlorite schist, sandy mudstone, marble rocks in the Mojian Formation of the lower Triassic (T_{1}).

As stated in the above paragraph, many folds has formed because of the strong extrusion in triassic strata. Based on the geological survey, a series of close complex folds have formed with a nearly north–south distribution and compression faults or compression-shear faults with a high dip angle in the study area, which is controlled by the tectonic stress field. Furthermore, some extensional faults and tension-torsional faults appear in this region. The folds in the study area are mainly compact folds, which include the Luoshuidong anticline, Jiefanggou compound syncline, Yangzhuchang compound syncline, Zumu anticline, Madang syncline and Dashuigou compound anticline. The structural surfaces in this area are mostly bedding extrusions or thrust faults, with large sizes and high frequencies. Faults mainly include the La Shagou-Yi Wanshui Fault, Jinping Mountain Fault and Shang Shoupa Fault. Joints and fissures developed in the area, especially at the folds and faults, except at those places with a thick and dense blocky rock mass. These geological structures have a great impact on the distribution of the groundwater in this region and affect the situation of the water inrush during the tunnel excavation process.

### Hydrological condition

According to the geological survey data of the study area, we can divide the aquifer group into the following types: pore aquifer rock group in the valley ground; fissure and karst-cave aquifer rock group in the carbonatite; and fissure aquifer rock group in the bedrock. Among them, the pore aquifer rock group in the valley ground is mainly distributed in the quaternary accumulation layer that is located in the terraces, slope toes and gentle slope zones; their main lithology includes gravel-cobble, silt, sandy clay, siltstone, gravel bed, and so on. The fissure and karst-cave aquifer rock group in the carbonatite is mainly distributed in the Baishan Formation of the middle Triassic (T_{2b}) and Yantang Formation of the middle Triassic (T_{2y}), and its lithology includes limestone, dolomite, marble, marlstone, and so on. The fissure aquifer rock group in the bedrock is mainly distributed in the Zagunao Formation (T_{2z}), and its lithology includes meta-sandstone, slate, clasolite. A part of the groundwater recharged in the bedrock mountains of the higher ground has been discharged by runoff from high to low-lying areas. Another part is discharged into nearby valleys in the form of springs, where it will form an overflow area of the groundwater.

## Total water inflow of the whole tunnel

For the water inrush in the #2 diversion tunnel at the Jinping II Hydropower Station, the total water inflow of the whole tunnel should be roughly estimated to formulate the overall drainage measures. Here, three different forecasting methods based on ground water dynamic theory are used to determine the total water inflow of the #2 diversion tunnel.

### Theoretical methods

*m*is a conversion coefficient;

*k*is the permeability coefficient of the rock mass (m/d);

*H*is the vertical distance from the groundwater table to the tunnel floor (m); and

*r*

_{0}is the equivalent radius of the tunnel cross section (m).

*R*is the influence radius of the tunnel drainage (m); a is a correlation coefficient; and

*r*is half of the tunnel cross section width (m).

*h*

_{ 0 }is the water depth of the drainage ditch in the tunnel (m) and

*W*is the tunnel cross section width (m).

### Parameters and simulated process

*B*= 5 km. The equivalent radius of the tunnel cross section and half of the tunnel width are

*r*

_{0}=

*r*= 6 m according to the design material. The water depth of the drainage ditch in the tunnel is

*h*

_{ 0 }= 0. For the Kostyakov method, the influence radius of the tunnel drainage and correlation coefficient are estimated as \(R = 2H\sqrt {kH}\) and

*a*= π/2 +

*H*/

*R*. The conversion coefficient for using the Oshima method is

*m*= 0.86.

Engineering geological properties of the rock masses in the #2 diversion tunnel

No. | Tunnel section (m) | Stratum | Rock type | Pressure head (m) | Infiltration rate | Permeability (m/d) |
---|---|---|---|---|---|---|

1 | K0 + 000 ~ 0 + 115 | T | Fine sandstone | 76 | 0.15 | 0.008 |

2 | K0 + 115 ~ 2 + 000 | T | Marble | 237 | 0.38 | 0.004 |

3 | K2 + 000 ~ 2 + 500 | T | Chlorite schist | 361 | 0.15 | 0.006 |

4 | K2 + 500 ~ 3 + 316 | T | Marble | 401 | 0.38 | 0.004 |

5 | K3 + 316 ~ 4 + 414 | T | Sandstone and slate | 577 | 0.15 | 0.008 |

6 | K4 + 414 ~ 8 + 265 | T | Marble and Limestone | 945 | 0.5 | 0.004 |

7 | K8 + 265 ~ 12 + 571 | T | Marble | 876 | 0.38 | 0.004 |

8 | K12 + 571 ~ 15 + 152 | T | Marble and limestone | 624 | 0.5 | 0.005 |

9 | K15 + 152 ~ 16 + 151 | T | Marble and slate | 312 | 0.32 | 0.005 |

10 | K16 + 151 ~ 17 + 291 | T | Marble, limestone and slate | 220 | 0.35 | 0.006 |

### Simulated results

*m*) into seepage formula to reflect the degree of reduction which can not easily work well for each case, the error between the forecasted value of water inflow per unit length using the Oshima method and monitoring data is the largest. But, while Kostyakov method and Ochiai method has used the seepage theory again to estimate the influence radius (

*R*) of the tunnel drainage, they can work more accurately and the forecasted values are much closer to the monitoring data.

^{3}/h by the Ochiai method. The possible maximum water inflow computed by the Qshima method is about 2070.2 m

^{3}/h. Water inflow during tunnel construction is not a constant process and will change with time as excavation continue, so there inevitably will be a maximum inflow during the process of water inrush. While Kostyakov method is also limited by the correlation coefficient (

*a*), leading the computed result a little small, the simulated results show that the Ochiai method is the best method to forecast the steady total water inflow in tunnel engineering, and Oshima method is suited for estimating the maximum water inflow during the water inrush.

Simulated result for the total water inflow of the whole tunnel using different forecasting methods

Tunnel section (m) | Stable water inflow (m | Maximum water inflow (m | |
---|---|---|---|

Kostyakov method | Ochiai method | Qshima method | |

K0 ~ 115 | 4.3 | 4.5 | 4.6 |

K115 ~ 2000 | 71.5 | 85.2 | 90.3 |

K2000 ~ 2500 | 33.3 | 39.6 | 50.2 |

K2500 ~ 3316 | 41.8 | 51.1 | 59.5 |

K3316 ~ 4414 | 126.5 | 148.0 | 215.1 |

K4414 ~ 8265 | 345.5 | 424.2 | 566.7 |

K8265 ~ 12571 | 366.6 | 450.5 | 595.0 |

K12571 ~ 15152 | 210.6 | 255.0 | 337.0 |

K15152 ~ 16151 | 52.6 | 62.9 | 74.4 |

K16151 ~ 17290 | 56.7 | 66.0 | 77.2 |

Sum | 1309.4 | 1586.9 | 2070.2 |

### Engineering drainage measures

^{3}/h, which is much closer to the value forecasted by the Ochiai method. This value of total water inflow can be used to design the tunnel drainage system and engineering drainage measures. Because of the huge quantity of groundwater, the drainage tunnel and drainage pipes for water drainage must be large enough for the #2 diversion tunnel. Therefore, several water catchments are arranged along the tunnel axis direction (Fig. 9a). To drain the water out of the tunnel more effectively, galvanized steel pipes, with an inner diameter of 500 mm and thickness of 14 mm with no seams, were used in the #2 diversion tunnel. There were four parallel-arranged steel pipes used for the drainage system of the #2 diversion tunnel (Fig. 9b). According to the huge water inflow of the #2 diversion tunnel, a large number of drainage measures are arranged to prevent potential disasters caused by water flow.

## Water inrush around the tunnel working area

To forecast and prevent water inrush disasters during the tunnel construction process, an accurate estimation of the water inrush around the tunnel working area is critical for engineering and construction safety.

### Determination of the groundwater pressure head

_{1}and z

_{2}are the vertical distances from the center of Sections 1-1 and 2-2 to the base level (m);

*P*

_{1}and

*P*

_{2}are the pressures of two sections (Pa). Because Sections 2-2 contacts with the atmosphere, P

_{2}is atmospheric pressure P

_{0};

*γ*is the bulk density of water (N/m

^{3});

*α*

_{1}and

*α*

_{2}are the kinetic energy correction factors, taken as:

*α*

_{1}=

*α*

_{2}= 1;

*h*

_{w}is the pressure head loss (m); and

*v*

_{1}and

*v*

_{2}are the flow rates of the two sections (m/s).

_{2}= 0. Then, Eq. (4) can be written as follows:

*d*is the diameter of the hole (m);

*l*is the length of the hole (m);

*ξ*is the coefficient of the local pressure head loss; and

*λ*is the coefficient of the processing pressure head loss.

*ξ*to be 0.5. However, for

*λ*, it is related to the flow state. When Re < 2000, the flow state is laminar flow and

*λ*can be calculated by Eq. (6). When Re > 2000, we consider the flow to be turbulent flow. Calculation and experience show that almost all of the gushing water from a pipe is turbulent flow, so

*λ*can be determined by the Kian method (Eq. 7) or pulsation theory formula of turbulent flow near a wall (Eq. 8).

*ν*is the kinematic viscosity (m

^{2}/s); and Δ is the roughness of the hole-wall (mm).

### Velocity of the water flow

Take the sections of K12 + 737 to K12 + 744 and K13 + 785 to K13 + 831 of the #2 diversion tunnel at the Jinping II Hydropower Station as examples. The geological survey result shows that the class of the surrounding rock of section K12 + 733 to K12 + 744 is mainly composed of macro-grained marble with a medium or thick layer. The surrounding rock of this section is relatively complete, so its permeability coefficient is low and water inrush is not serious. The geologic information of zone K13 + 785 to K13 + 831 shows that the surrounding rock is mainly composed of microcrystalline marble with a thin layer and that it also contains briquettes, development of bedding and calcite veins with a width of 1–3 cm. The main joint around this tunnel section is a flat and smooth fault, which is filled with a small amount of debris, iron-manganese materials, with a dip direction of 80°–100° and dip of 75–85°.

*Q*is the water inflow of every borehole (m

^{3}/s) and

*d*is the diameter of the borehole (m).

*d*= 75 mm, the groundwater pressure head at these two sections can be determined by Eq. (9) or Eq. (10).

Computation results of the groundwater pressure head and flow velocity at the section of K12 + 737 to K12 + 744

No. | Grout hole | Length (m) | Water flow (L/s) | Flow velocity (m/s) | Reynolds number | Pressure head (m) | |
---|---|---|---|---|---|---|---|

Method A | Method B | ||||||

1 | Y2DS-003-01 | 6 | 7.3 | 1.65 | 82,619 | 10.85 | 10.84 |

2 | Y2DS-003-02 | 6 | 13.7 | 3.10 | 155,052 | 12.11 | 12.05 |

3 | Y2DS-003-03 | 6 | 17.1 | 3.87 | 193,533 | 13.09 | 12.95 |

4 | Y2DS-003-04 | 2 | 14.6 | 3.30 | 165,238 | 11.56 | 11.56 |

5 | Y2DS-003-05 | 6 | 14.1 | 3.19 | 159,579 | 12.21 | 12.19 |

6 | Y2DS-003-06 | 8 | 16.2 | 3.67 | 183,347 | 13.29 | 13.15 |

7 | Y2DS-003-07 | 6 | 7.7 | 1.74 | 87,146 | 10.91 | 10.90 |

8 | Y2DS-003-08 | 8 | 4.1 | 0.93 | 46,403 | 10.48 | 10.45 |

9 | Y2DS-003-09 | 6 | 4.8 | 1.09 | 54,325 | 10.56 | 10.54 |

10 | Y2DS-003-10 | 8 | 10 | 2.26 | 113,177 | 11.48 | 11.46 |

Computation results of the groundwater pressure head and flow velocity at the section of K13 + 785 to K13 + 831

No. | Grout hole | Length (m) | Water flow (L/s) | Flow velocity (m/s) | Reynolds number | Pressure head (m) | |
---|---|---|---|---|---|---|---|

Method A | Method B | ||||||

1 | Y2DS-001-01 | 8.00 | 39.20 | 8.87 | 443,654 | 27.40 | 27.22 |

2 | Y2DS-001-02 | 8.00 | 55.90 | 12.65 | 632,659 | 44.93 | 43.95 |

3 | Y2DS-001-03 | 8.00 | 55.10 | 12.47 | 623,605 | 44.95 | 42.63 |

4 | Y2DS-001-04 | 8.00 | 46.10 | 10.43 | 521,746 | 33.90 | 33.66 |

5 | Y2DS-001-05 | 8.00 | 6.20 | 1.40 | 70,170 | 10.78 | 10.78 |

6 | Y2DS-001-06 | 8.00 | 6.20 | 1.40 | 70,170 | 10.78 | 10.78 |

7 | Y2DS-001-07 | 8.00 | 18.40 | 4.16 | 208,246 | 14.14 | 14.09 |

8 | Y2DS-001-08 | 8.00 | 37.59 | 8.51 | 425,432 | 26.03 | 24.87 |

9 | Y2DS-001-09 | 8.00 | 0.20 | 0.05 | 2264 | 10.34 | 10.34 |

10 | Y2DS-001-10 | 8.00 | 0.60 | 0.14 | 6791 | 10.34 | 10.34 |

11 | Y2DS-001-11 | 8.00 | 197.50 | 44.70 | 2,235,245 | 439.74 | 427.93 |

12 | Y2DS-001-12 | 8.00 | 179.40 | 40.61 | 2,030,394 | 364.73 | 354.56 |

13 | Y2DS-001-13 | 8.00 | 10.24 | 2.32 | 115,893 | 11.53 | 11.52 |

14 | Y2DS-001-14 | 8.00 | 0.34 | 0.08 | 3848 | 10.34 | 10.34 |

15 | Y2DS-001-15 | 5.00 | 1.08 | 0.24 | 12,223 | 10.35 | 10.35 |

16 | Y2DS-001-16 | 5.00 | 1.45 | 0.33 | 16,411 | 10.36 | 10.36 |

17 | Y2DS-001-17 | 4.00 | 0.26 | 0.06 | 2943 | 10.34 | 10.34 |

18 | Y2DS-001-18 | 4.00 | 0.62 | 0.14 | 7017 | 10.34 | 10.34 |

19 | Y2DS-001-19 | 4.00 | 0.52 | 0.12 | 5885 | 10.34 | 10.34 |

20 | Y2DS-001-20 | 4.00 | 0.52 | 0.12 | 5885 | 10.34 | 10.34 |

### Computational results

The water inflow from the grout-hole at the section of K12 + 737 to K12 + 744 is low and also relatively stable; the maximum difference of the pressure head values calculated by the two methods is only 0.14 m. However, at the section of K13 + 785 to K13 + 831, the water inflow is extremely unstable and the maximum is 197.5 L/s, while the minimum is only 0.2 L/s. The difference of water pressure head values between the two methods is 11.81 m with a maximum water inflow and 0 for the minimum. From this analysis, we find that the value of water inflow from a borehole is a key factor in the difference between method A and method B. In other words, when the water flow is relatively fast, the difference is already relatively large, and when the water flows slowly, the difference is low as well.

### Countermeasures for water inrush

^{2}, the maximum water inflow at the two sections will reach 0.236 and 2.976 m

^{3}/s, respectively. For different types of water inrush at the working area, countermeasures for plugging the water flow are different (Fig. 12). Groundwater inflow is not very high at the section of K12 + 737 to K12 + 744, so just using simple grouting technology can plug the water (Fig. 12a). However, at the section of K13 + 785 to K13 + 831, the water inflow may be quite large, so only using grouting may not work. Therefore, a special caisson technology for groundwater treatment (Fig. 12b) in Jinping II Hydropower Station diversion tunnel must be used. This technology can gather the groundwater together into a caisson and drain it out by drainage pipes, which helps reduce the stress of the groundwater and ensure the structural security of the diversion tunnel as much as possible.

## Conclusions

The Jinping II Hydropower Station diversion tunnel groups located in mountains and valleys are very complex because of the geological and hydropower conditions, so it is inevitable that some significant water inrush accidents will occur during the excavation process. As a result, estimating the total water inflow before the excavation process is necessary to design the tunnel and its drainage system. Forecasting the water inrush at the working area is also important to determine the construction scheme.

In this paper, we used the groundwater dynamics method to predict the water inflow into the tunnel at every section. The calculated results are similar to the monitoring data. Through the comparison of the three types of groundwater dynamics methods, we conclude that the vertical distance from the groundwater level to the tunnel floor is the most important factor that affects the calculation. Among these three methods, the Kostyakov method and Ochiai method can forecast a relatively long-term and stable water flow into the tunnel, so they can be used to design the drainage system. The Oshima method can predict the maximum possible water inflow, so it can be used as a conservative value.

Water inrush from an actual tunnel face or its adjacent area only based on the above methods is difficult to forecast during excavating. To understand the groundwater condition fully and make an accurate prediction for the water inrush that may occur at the working area, this paper uses the hydraulics principle to calculate the pressure head on the basis of the water flow from a borehole; then, it ascertains the pressure head of different aquifers according to the geological section sketch map. Through this calculation, we can find the pressure head in an unconfined aquifer to be approximately 11 m in the section of K12 + 737 to K12 + 744 and between 10 and 45 m in the section of K13 + 785 to K13 + 831. Because there is a structural plane throughout the aquifer in the latter section, the pressure head in this structural plane is over 430 m. Therefore, a large water inrush point is most likely to be revealed if excavation continues, so more attention must be taken. To treat the groundwater more effectively, two different countermeasures (grouting technology and caisson technology) are needed to plug different water inrushes.

## Declarations

### Authors’ contributions

TH and JZ conceived and designed this study. HX, TH and KH performed the data collection and theoretical analyses. TH and KH wrote the manuscript. XY and JZ provided their inputs for improving the manuscript quality. All authors read and approved the final manuscript.

### Acknowledgements

We gratefully acknowledge the support of the National Natural Science Foundation of China (51209156) and the Science Foundation for Excellent Youth Scholars of Sichuan University (2013SCU04A07). Critical comments by anonymous reviewers greatly improved the initial manuscript.

### Competing interests

The authors declare that they have no competing interests.

**Open Access**This article is distributed under the terms of the Creative Commons Attribution 4.0 International License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium, provided you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons license, and indicate if changes were made.

## Authors’ Affiliations

## References

- Atkinson JH, Mair RJ (1983) Loads on leaking and watertight tunnel lining, sewers and buried pipes due to groundwater. Géotechnique 33:341–344View ArticleGoogle Scholar
- Coli N, Pranzini G, Alfi A, Boerio V (2008) Evaluation of rock-mass permeability tensor and prediction of tunnel inflows by means of geostructural surveys and finite element seepage analysis. Eng Geol 101:174–184View ArticleGoogle Scholar
- El Tani M (2003) Circular tunnel in a semi-infinite aquifer. Tunn Undergr Space Technol 18:49–55View ArticleGoogle Scholar
- Fernández G, Alvarez TA (1994) Seepage-induced effective stresses and water pressures around pressure tunnels. J Geotech Eng 120:108–128View ArticleGoogle Scholar
- Goodman R (1965) Groundwater inflows during tunnel driving. Eng Geol 2:39–56Google Scholar
- Huang JH, Lu CC (2007) A semi-analytical method for analyzing the tunnel water inflow. Tunn Undergr Space Technol 22:39–46View ArticleGoogle Scholar
- Jacob CE, Lohman SW (1952) Non steady flow to a well of constant drawdown in an extensive aquifer. Trans Am Geophys Union 33:559–569View ArticleGoogle Scholar
- Lee SW, Jung JW, Nam SK, Lee IM (2007) The influence of seepage forces on ground reaction curve of circular opening. Tunn Undergr Space Technol 22:28–38View ArticleGoogle Scholar
- Li D, Li X, Li C, Huang B, Gong F, Zhang W (2009) Case studies of groundwater flow into tunnels and an innovative water-gathering system for water drainage. Tunn Undergr Space Technol 24:260–268View ArticleGoogle Scholar
- Marechal JC, Perrochet P (2003) New analytical solution for the study of hydraulic interaction between Alpine tunnels and groundwater. Bull Soc Geol Fr 174:441–448View ArticleGoogle Scholar
- Park K, Owatsiriwong A, Lee J (2008) Analytical solution for steady-state groundwater inflow into a drained circular tunnel in a semi-infinite aquifer: a revisit. Tunn Undergr Space Technol 23:206–209View ArticleGoogle Scholar
- Schwarz L, Reichl I, Kirschner H, Robl K (2006) Risks and hazards caused by groundwater during tunneling: geotechnical solutions used as demonstrated by recent examples from Tyrol, Austria. Environ Geol 49:858–864View ArticleGoogle Scholar
- Shan ZG (2009) Macrocopic geological forecast and verification of karst development intensity in deep-lying tunnels of Jinping II project. J Shandong Univ 39:96–98
**(in Chinese)**Google Scholar - Shin JH, Addenbrooke TI, Potts DM (2002) A numerical study of the effect of groundwater movement on long-term tunnel behavior. Géotechnique 52:391–403View ArticleGoogle Scholar
- Song WK, Hamm S, Cheong J (2006) Estimation of groundwater discharged into a tunnel. Tunn Undergr Space Technol 21:460View ArticleGoogle Scholar
- Tseng DJ, Tsai BR, Chang LC (2001) A case study on ground treatment for a rock tunnel with high groundwater ingression in Taiwan. Tunn Undergr Space Technol 16:175–183View ArticleGoogle Scholar
- Wang X, Tan Z, Wang M, Zhang M, Huang F (2008) Theoretical and experimental study of external water pressure on tunnel lining in controlled drainage under high water level. Tunn Undergr Space Technol 23:552–560View ArticleGoogle Scholar
- Wang TT, Jeng FS, Lo W (2011) Mitigating large water ingresses into the New Yungchuen Tunnel, Taiwan. Bull Eng Geol Environ 70:173–186View ArticleGoogle Scholar
- Wu SY, Wang J, Wang G (2007) Underground water and its treatment strategy in auxiliary tunnels of Jinping hydropower project. Rock Mech Rock Eng 26:1959–1967
**(in Chinese)**Google Scholar - Wu Q, Xu H, Pang W (2008a) GIS and ANN coupling model: an innovative approach to evaluate vulnerability of karst water inrush in coalmines of north China. Environ Geol 54:937–943View ArticleGoogle Scholar
- Wu XZ, Li MC, Wu YT (2008b) Analysis and prevention measures for rock burst in the auxiliary tunnel of the Jinping Hydropower Station. J Shandong Univ 38:28–33
**(in Chinese)**Google Scholar - Xu GA, Shao Y (2009) Three dimensional seepage analysis of diversion tunnel of Jinping II Hydropower Station. J Yangtze River Sci Res Inst 26:18–22
**(in Chinese)**Google Scholar - Xu GF, Yang JF, Chen KF (2005) Surveying of hydrogeology condition and forecasting of water inflow in Cangling Tunnel Taizhou–Jinyun Highway. Chin J Rock Mech Eng 24:5531–5535
**(in Chinese)**Google Scholar - Yoo C (2005) Interaction between tunneling and groundwater. J Geotech Geoenviron Eng 131:240–250View ArticleGoogle Scholar
- Zarei HR, Uromeihy A, Sharifzadeh M (2011) Evaluation of high local groundwater inflow to a rock tunnel by characterization of geological features. Tunn Undergr Space Technol 26:364–373View ArticleGoogle Scholar
- Zhang ZD (2006) Semi-theoretical derivation for the formulas of water inflow and water pressure acting on a tunnel and their application to the waterproofing and drainage of tunnels. Mod Tunn Technol 43:1–7
**(in Chinese)**Google Scholar - Zhang L, Franklin JA (1993) Prediction of water flow into rock tunnels: an analytical solution assuming a hydraulic conductivity gradient. Int J Rock Mech Min Sci Geomech Abst 30:37–46View ArticleGoogle Scholar
- Zhou JW, Yang XG, Li HT, Zhou HW, Hu W (2012) Analysis of excavation damaged zone of auxiliary tunnel based on field wave velocity test at the Jinping Hydropower Station. In: Proceedings of the 2nd ISRM international young scholars’ symposium on rock mechanics, pp 65–71, BeijingGoogle Scholar
- Zhu DL, Li QF (2000) Forecast method of tunnel water inflow. Geotechn Invest Surv 4:18–23
**(in Chinese)**Google Scholar