# Study on the Life-Cycle Health Monitoring Technology of Water-Rich Loess Tunnel

Authors: Xiaohui Xue; Yongli Xie; Xinxing Zhou
Journal: Advances in Materials Science and Engineering
 (2019)

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## Abstract

The engineering properties of water-rich loess tunnel will decline sharply because of the existence of water, which threats the safety and stability of the tunnel seriously. In order to ensure the safety and stability of the Qiaoyuan tunnel, the life-cycle health monitoring was measured by the vibrating wire sensor and distributed optical fiber. The contact pressure, shotcrete stress, stress of steel arch rib, and strain states of the secondary liner were evaluated. The results of the life-cycle health monitoring demonstrated that the construction procedure, irrigation, and heavy rainfall significantly affected the mechanics morphology of the support structure. In particular, under the influence of irrigation, the shotcrete stress of the left shoulder had risen to 6.21 MPa from 5.30 MPa. Affordable maximum tensile stress of the right shotcrete is 2.15 MPa, which caused the cracking of primary support structure with a crack width of 3 mm to 8 mm. After irrigation and heavy rainfall, the stress of steel arch rib of the left haunch had risen to 135.7 MPa and 298.7 MPa, respectively. In addition, the strain of secondary liner rose to 1498με from 1278 με continuously at the right sidewall on section YK9 + 685, presenting that the crack was still developing. It indicates that the vibrating wire sensor and the distributed optical fiber were successful in achieving the life-cycle health monitoring of water-rich loess tunnel. This technique has a significant impact on formulating the maintaining measures and reducing the risk of tunnel.


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## Body

## 1. Introduction

China has the most developed and largest loess region in the world, especially in the northwest region. In recent years, with the rapid development of traffic foundation construction, lots of loess tunnels had been constructed. There are many water-rich loess layers in the loess region under the influence of irrigation, heavy rainfall, valley terrain, and other factors. The special physical and mechanical properties of loess, such as large pores, vertical joints, and collapsibility [1, 2], have made its engineering properties decline sharply in the water-rich environment, which will cause tunnel lining cracks, leakage, basement uplift, and other problems during the construction and operation period [3–5]. These problems will impact the tunnel safety and reliability seriously [6–8]. Therefore, the life-cycle health monitoring technology of water-rich loess tunnel will play a very important role in reducing the construction cost and guaranteeing the operation safe.At present, the main methods of the life-cycle health monitoring technology include vibrating wire sensor [9–13], high-accuracy electronic level [14], precision electronic total station [15], and mechanical sensor [16, 17]. The common monitoring methods of tunnel are three-dimensional (3D) laser scanner [18–20], geological radar [21, 22], and computed tomography (CT) [23, 24]. However, interrupted traffic in the process of fieldwork is required for these methods and they do not take the life-cycle health monitoring and security warning.With the rapid development of optic fiber sensing technology, distributed fiber optic has been applied to the field monitoring of civil engineering including tunnels, slopes, and subgrade successfully. Distributed fiber optic is an ideal tool for monitoring the tunnel lining. The most popular distributed optical fiber sensor of tunnel health monitoring is Brillouin Optical Time Domain Reflectometry (BOTDR) currently, which has been deeply researched by domestic and foreign scholars. Fujihashi et al. [25] invented an actual system for monitoring tunnel sectional displacement and tunnel longitudinal strain in Tokyo Metro Subway Line No.13. Shi et al. [26] introduced the monitoring schemes of BOTDR in Nanjing Gulou tunnel and discussed the influence of temperature and vibration on the monitoring results. Mao et al. [27] described an air-blowing and vacuum-grouting technology embedding the distributed optical fiber sensor into tunnel lining concrete for monitoring its stress field. A pilot research conducted in Slovakia involved the installation of an optical fiber into the primary lining, and the results demonstrated that BOTDR is able to achieve structural load measurement and security monitoring in tunnel [28]. Wang et al. [29] developed an optical-based monitoring system to monitor the segment joints, which was used in the Suzhou Metro Line 1.To obtain the stress-strain of the supporting structure and the surrounding rock, a life-cycle health monitoring system was conducted on the life cycle of the Qiaoyuan tunnel. The safety and stability of the water-rich loess tunnel were discussed based on the results of field monitoring. The effects of construction procedure, irrigation, and heavy rainfall on the nonbalanced distribution stress of the support structure were also evaluated.


## 2. Materials and Experiments

### 2.1. Materials

#### 2.1.1. Soil Pressure Cell

As shown in Figure1, the contact pressure between the surrounding rock and primary support was monitored by the double capsule soil pressure cell. Based on the theory of vibrating wire tension, for the pressure cell, the frequency was used as the output signal to enhance its anti-interference capability. The built-in temperature sensor could modify the effect of the external temperature fluctuations and improve the monitoring accuracy as well. Moreover, the pressure cell has two stress capsules and cushion in a smart structure. The cushion transfers the pressure from the outer capsule to the inner capsule evenly. The specific conditions and pressure cell (JMZX-5020ATm) were used in the field. In addition, the measurement ranged from 0 MPa to 2 MPa and the resolution is 0.01 MPa. In the process of the field installation, the pressure-bearing capsule was buried toward the surrounding rock. In order to guarantee good contacting results, the clearances among the pressure cell, surrounding rock, and primary support should be filled by fine-grained soil.Figure 1
The pressure cell and its conditions: (a) double capsule pressure cell and (b) field installation of pressure cell.
(a)
(b)


#### 2.1.2. Concrete Strain Gauge

As shown in Figure2, the internal force state of the concrete structure was monitored by the concrete strain gauge. Based on the theory of vibrating wire tension, the gauge has a −2,000 to +2,000 με measurement range and accuracy to 0.5% of full scale. In field installation, the concrete strain gauge was tied up to the structural steel with the iron ribbons firmly. The installation position should be protected from construction disturbance as much as possible. Then, the conducting wire was laid out along with the bars, which was fastened with the iron ribbons at 0.5 m intervening distance.Figure 2
The equipment of concrete strain gauge: (a) concrete strain gauge and (b) field installation of concrete strain gauge.
(a)
(b)


#### 2.1.3. Surface Strain Gauge

As shown in Figure3, the internal force of the support steel arch was monitored accurately using surface strain gauges, owing to the axial surface deformation of the steel arch. The surface strain gauge measurement ranged from −3,000 to +3,000 με, and the full-scale precision is 0.5%.Figure 3
The equipment of surface strain gauge: (a) surface strain gauge and (b) field installation of surface strain gauge.
(a)
(b)Field installation procedures are shown as the following: Firstly, the special bracket was welded on the inside flange plate of the steel arch. Secondly, the surface strain gauge was welded on the middle of the bracket, which should be coated with a wet towel to avoid frequency drift in the process of the high temperature welding. For the purpose of avoiding the construction disturbance, the gauge was protected by iron-sheet box. Finally, the corresponding frequency value was set as the initial value when the strain value was 0με.


#### 2.1.4. Distributed Optical Fiber

As shown in Table1, the optical fiber parameters are listed in this project. Strain-sensing optical fiber type is NZS-DSS-C07 with the bare superfine fiber optics (SMG.652b) and the polyurethane (PU) coating. Taking the consistent deformation with a concrete structure, it has a satisfactory elasticity. The armored plastic optical fiber (NZS-DTS-C05) is used for temperature compensation, with an outer diameter of 5 mm and the measurement range from −20 to 80°C.Table 1
Parameters of the optical fiber.
Name
Type
Diameter (mm)
Weight (kg/km)
Operating wavelength (μm)
Refractive index
Sensing optical fiber
NZS-DSS-C07
2
1.2
1.30 to 1.45
1.47
Temperature compensation optical fiber
NZS-DTS-C06
5
15
1.25 to 1.50
1.47As shown in Table2, the Brillouin optical time domain reflectometer (BOTDR) is used to debug the distributed optical fiber on the field, which is manufactured by Suzhou Nanzee Sensing Co., Ltd.Table 2
Parameters of the demodulator.
Type
Strain accuracy (με)
Spatial resolution (m)
Sampling resolution (m)
Max. distance (km)
Measuring time (s)
Max. consumption (W)
AV6419
±20
0.25
0.05
80
120 to 600
120Figure4 shows the construction process of the distributed optical fiber. Specifically, the following steps were involved:(1)
Carving slot: to ensure the installation properly of the sensing cable, the ink line was served as a guide. Then, the slot was carved on the concrete structure with a width of 3 mm and a depth of 5 mm.(2)
Layout of the sensing cable: the cable was placed in the slot and fixed by the epoxy resin glue. To ensure the coordination deformation between the cable and the concrete structure, the curing shrinkage ratio of the epoxy resin glue must be less than 2%.(3)
Sticking protective layer: to avoid the exuding of epoxy resin glue, the adhesive tape was stuck on the surface of the slot.(4)
Field debugging: all the sensing cables were connected to be a monitoring network using a fusion splicer. Finally, the complete optical fiber path was debugged by the BOTDR.Figure 4
The distributed optical fiber installation flowchart: (a) carving slot and routing on the sidewall, (b) carving slot and routing on the crown, (c) laying of protection layer, (d) fiber splicing, and (e) debugging the light circuit.
(a)
(b)
(c)
(d)
(e)


### 2.2. Experiments

#### 2.2.1. Engineering Background

Qiaoyuan tunnel is a vital component of the highway from Qingdao to Lanzhou. Qiaoyuan tunnel is located in Qiaoyuan village, Xiangning County, Shanxi Province, China. As shown in Figure5, there is a loess tableland district with a flat plateau surface. According to the geological survey reports, the stratum structure is divided into two layers simply in a top-down process, which is an aeolian sediment layer of Quaternary Upper Pleistocene (Q3eol) and a drifted deposit layer of Quaternary Middle Pleistocene (Q2al+pl), respectively. The top layer, where the thickness of the loess strata is 6.0 m to 28.7 m, a class III self-weight collapse loess, developed macropores and vertical joints in the mid-wet state. The water content of loess strata is 6.5% to 14.5%. Under the depth of 28.7 m, there is a yellow-brown homogeneous old loess layer with tight structure, developed columnar joints and bedding, and small calcareous concretion with the water content of 11.0% to 17.5%.Figure 5
The location and topography of the Qiaoyuan tunnel.As shown in Figure6, the Qiaoyuan tunnel was influenced by the negative factors of farmland irrigation, transient rainfall, and excavation unloading. There are many geological hazards in the loess strata, from water sinkhole, settlement cave, to ground surface crack, which intensified the deterioration degree of loess surrounding rock. Besides, a vicious circle of the geological hazard is performed. The groundwater sank into the loess strata constantly. The phenomenon of argillization will act on in the surrounding rock of the loess tunnel.Figure 6
The geological hazard of the water-rich loess tunnel: (a) water sinkhole in ground surface, (b) loess settlement cave, (c) surface crack, and (d) surrounding rock argillization.
(a)
(b)
(c)
(d)As shown in Figure7, many sections have undergone collapse of the tunnel face, primary support cracking, and inverted arch cracking as well as the serious deterioration of the surrounding rock evoking the extension of time for completion and increment of the construction cost.Figure 7
The damage of the water-rich loess tunnel during construction. (a) Collapse of the tunnel face, (b) primary support cracking, and (c) inverted arch cracking.
(a)
(b)
(c)As shown in Figure8, the Qiaoyuan tunnel is a separated tunnel with uplink and downlink. The uplink and downlink of this tunnel are 1,572 m and 1,626 m, respectively; excavation is 12.55 m wide, with a clearance area of 103.7 m2. The tunnel adopts the three-bench and seven-step excavation method when construction gets through the water-rich loess sections. The composite lining is a combination of the primary support and the secondary lining.Figure 8
Schematic diagram of the three-bench and seven-step excavation method.As shown in Figure9, the tunnel support structure presented the primary support including Φ22 grouted rock bolts, Φ8 mesh reinforcements, I20a steel arch, and 26 cm C25 shotcrete. The secondary lining was made of the reinforced C35 concrete.Figure 9
Schematic diagram of the tunnel support structure.


#### 2.2.2. In Situ Monitoring Schemes

The stress and strain of the surrounding rock, primary support, and secondary liner for water-rich loess tunnel were monitored. The stress of the primary support and surrounding rock was monitored according to “Technical Specifications for Construction of Highway Tunnel (JTG F60-2009).” The stress of secondary liner was evaluated according to “Technical Specification of Maintenance for Highway Tunnel (JTG H12-2015).” The contact pressure, shotcrete stress, and steel arch rib stress were measured by stress box, concrete strain gauge, and surface strain gauge, respectively. Besides, strain state of the secondary liner was measured according to the distributed optical fiber monitoring system.As shown in Figure10, the high risk segment YK9 + 660-YK9 + 710 was selected to be the support engineering. The three sections (YK9 + 675, YK9 + 690, and YK9 + 705) were monitored by the vibrating wire sensors, which were arranged in the key position of each tunnel section, such as a crown, shoulder, arch-foot, and invert. The arrangement of the key monitoring points on the primary support is illustrated.Figure 10
Arrangement of the key monitoring points on the primary support.As shown in Figure11, the distributed optical fiber monitoring system was composed of the circular optical fiber, vertical optical fiber, and temperature compensation optical fiber. The distance of the longitudinal interval of two circular optical fibers is 15 m. The vertical optical fiber is arranged on the sidewall, and the distance is 1.5 m from the floor to the arrangement position. The temperature compensation optical fiber is arranged in the cable trench. In this tunnel, the complete lengths of the strain-sensing fiber and temperature compensation fiber are 104 m and 50 m, respectively.Figure 11
Arrangement of the distributed optical fiber.


## 2.1. Materials

### 2.1.1. Soil Pressure Cell

As shown in Figure1, the contact pressure between the surrounding rock and primary support was monitored by the double capsule soil pressure cell. Based on the theory of vibrating wire tension, for the pressure cell, the frequency was used as the output signal to enhance its anti-interference capability. The built-in temperature sensor could modify the effect of the external temperature fluctuations and improve the monitoring accuracy as well. Moreover, the pressure cell has two stress capsules and cushion in a smart structure. The cushion transfers the pressure from the outer capsule to the inner capsule evenly. The specific conditions and pressure cell (JMZX-5020ATm) were used in the field. In addition, the measurement ranged from 0 MPa to 2 MPa and the resolution is 0.01 MPa. In the process of the field installation, the pressure-bearing capsule was buried toward the surrounding rock. In order to guarantee good contacting results, the clearances among the pressure cell, surrounding rock, and primary support should be filled by fine-grained soil.Figure 1
The pressure cell and its conditions: (a) double capsule pressure cell and (b) field installation of pressure cell.
(a)
(b)


### 2.1.2. Concrete Strain Gauge

As shown in Figure2, the internal force state of the concrete structure was monitored by the concrete strain gauge. Based on the theory of vibrating wire tension, the gauge has a −2,000 to +2,000 με measurement range and accuracy to 0.5% of full scale. In field installation, the concrete strain gauge was tied up to the structural steel with the iron ribbons firmly. The installation position should be protected from construction disturbance as much as possible. Then, the conducting wire was laid out along with the bars, which was fastened with the iron ribbons at 0.5 m intervening distance.Figure 2
The equipment of concrete strain gauge: (a) concrete strain gauge and (b) field installation of concrete strain gauge.
(a)
(b)


### 2.1.3. Surface Strain Gauge

As shown in Figure3, the internal force of the support steel arch was monitored accurately using surface strain gauges, owing to the axial surface deformation of the steel arch. The surface strain gauge measurement ranged from −3,000 to +3,000 με, and the full-scale precision is 0.5%.Figure 3
The equipment of surface strain gauge: (a) surface strain gauge and (b) field installation of surface strain gauge.
(a)
(b)Field installation procedures are shown as the following: Firstly, the special bracket was welded on the inside flange plate of the steel arch. Secondly, the surface strain gauge was welded on the middle of the bracket, which should be coated with a wet towel to avoid frequency drift in the process of the high temperature welding. For the purpose of avoiding the construction disturbance, the gauge was protected by iron-sheet box. Finally, the corresponding frequency value was set as the initial value when the strain value was 0με.


### 2.1.4. Distributed Optical Fiber

As shown in Table1, the optical fiber parameters are listed in this project. Strain-sensing optical fiber type is NZS-DSS-C07 with the bare superfine fiber optics (SMG.652b) and the polyurethane (PU) coating. Taking the consistent deformation with a concrete structure, it has a satisfactory elasticity. The armored plastic optical fiber (NZS-DTS-C05) is used for temperature compensation, with an outer diameter of 5 mm and the measurement range from −20 to 80°C.Table 1
Parameters of the optical fiber.
Name
Type
Diameter (mm)
Weight (kg/km)
Operating wavelength (μm)
Refractive index
Sensing optical fiber
NZS-DSS-C07
2
1.2
1.30 to 1.45
1.47
Temperature compensation optical fiber
NZS-DTS-C06
5
15
1.25 to 1.50
1.47As shown in Table2, the Brillouin optical time domain reflectometer (BOTDR) is used to debug the distributed optical fiber on the field, which is manufactured by Suzhou Nanzee Sensing Co., Ltd.Table 2
Parameters of the demodulator.
Type
Strain accuracy (με)
Spatial resolution (m)
Sampling resolution (m)
Max. distance (km)
Measuring time (s)
Max. consumption (W)
AV6419
±20
0.25
0.05
80
120 to 600
120Figure4 shows the construction process of the distributed optical fiber. Specifically, the following steps were involved:(1)
Carving slot: to ensure the installation properly of the sensing cable, the ink line was served as a guide. Then, the slot was carved on the concrete structure with a width of 3 mm and a depth of 5 mm.(2)
Layout of the sensing cable: the cable was placed in the slot and fixed by the epoxy resin glue. To ensure the coordination deformation between the cable and the concrete structure, the curing shrinkage ratio of the epoxy resin glue must be less than 2%.(3)
Sticking protective layer: to avoid the exuding of epoxy resin glue, the adhesive tape was stuck on the surface of the slot.(4)
Field debugging: all the sensing cables were connected to be a monitoring network using a fusion splicer. Finally, the complete optical fiber path was debugged by the BOTDR.Figure 4
The distributed optical fiber installation flowchart: (a) carving slot and routing on the sidewall, (b) carving slot and routing on the crown, (c) laying of protection layer, (d) fiber splicing, and (e) debugging the light circuit.
(a)
(b)
(c)
(d)
(e)


## 2.1.1. Soil Pressure Cell

As shown in Figure1, the contact pressure between the surrounding rock and primary support was monitored by the double capsule soil pressure cell. Based on the theory of vibrating wire tension, for the pressure cell, the frequency was used as the output signal to enhance its anti-interference capability. The built-in temperature sensor could modify the effect of the external temperature fluctuations and improve the monitoring accuracy as well. Moreover, the pressure cell has two stress capsules and cushion in a smart structure. The cushion transfers the pressure from the outer capsule to the inner capsule evenly. The specific conditions and pressure cell (JMZX-5020ATm) were used in the field. In addition, the measurement ranged from 0 MPa to 2 MPa and the resolution is 0.01 MPa. In the process of the field installation, the pressure-bearing capsule was buried toward the surrounding rock. In order to guarantee good contacting results, the clearances among the pressure cell, surrounding rock, and primary support should be filled by fine-grained soil.Figure 1
The pressure cell and its conditions: (a) double capsule pressure cell and (b) field installation of pressure cell.
(a)
(b)


## 2.1.2. Concrete Strain Gauge

As shown in Figure2, the internal force state of the concrete structure was monitored by the concrete strain gauge. Based on the theory of vibrating wire tension, the gauge has a −2,000 to +2,000 με measurement range and accuracy to 0.5% of full scale. In field installation, the concrete strain gauge was tied up to the structural steel with the iron ribbons firmly. The installation position should be protected from construction disturbance as much as possible. Then, the conducting wire was laid out along with the bars, which was fastened with the iron ribbons at 0.5 m intervening distance.Figure 2
The equipment of concrete strain gauge: (a) concrete strain gauge and (b) field installation of concrete strain gauge.
(a)
(b)


## 2.1.3. Surface Strain Gauge

As shown in Figure3, the internal force of the support steel arch was monitored accurately using surface strain gauges, owing to the axial surface deformation of the steel arch. The surface strain gauge measurement ranged from −3,000 to +3,000 με, and the full-scale precision is 0.5%.Figure 3
The equipment of surface strain gauge: (a) surface strain gauge and (b) field installation of surface strain gauge.
(a)
(b)Field installation procedures are shown as the following: Firstly, the special bracket was welded on the inside flange plate of the steel arch. Secondly, the surface strain gauge was welded on the middle of the bracket, which should be coated with a wet towel to avoid frequency drift in the process of the high temperature welding. For the purpose of avoiding the construction disturbance, the gauge was protected by iron-sheet box. Finally, the corresponding frequency value was set as the initial value when the strain value was 0με.


## 2.1.4. Distributed Optical Fiber

As shown in Table1, the optical fiber parameters are listed in this project. Strain-sensing optical fiber type is NZS-DSS-C07 with the bare superfine fiber optics (SMG.652b) and the polyurethane (PU) coating. Taking the consistent deformation with a concrete structure, it has a satisfactory elasticity. The armored plastic optical fiber (NZS-DTS-C05) is used for temperature compensation, with an outer diameter of 5 mm and the measurement range from −20 to 80°C.Table 1
Parameters of the optical fiber.
Name
Type
Diameter (mm)
Weight (kg/km)
Operating wavelength (μm)
Refractive index
Sensing optical fiber
NZS-DSS-C07
2
1.2
1.30 to 1.45
1.47
Temperature compensation optical fiber
NZS-DTS-C06
5
15
1.25 to 1.50
1.47As shown in Table2, the Brillouin optical time domain reflectometer (BOTDR) is used to debug the distributed optical fiber on the field, which is manufactured by Suzhou Nanzee Sensing Co., Ltd.Table 2
Parameters of the demodulator.
Type
Strain accuracy (με)
Spatial resolution (m)
Sampling resolution (m)
Max. distance (km)
Measuring time (s)
Max. consumption (W)
AV6419
±20
0.25
0.05
80
120 to 600
120Figure4 shows the construction process of the distributed optical fiber. Specifically, the following steps were involved:(1)
Carving slot: to ensure the installation properly of the sensing cable, the ink line was served as a guide. Then, the slot was carved on the concrete structure with a width of 3 mm and a depth of 5 mm.(2)
Layout of the sensing cable: the cable was placed in the slot and fixed by the epoxy resin glue. To ensure the coordination deformation between the cable and the concrete structure, the curing shrinkage ratio of the epoxy resin glue must be less than 2%.(3)
Sticking protective layer: to avoid the exuding of epoxy resin glue, the adhesive tape was stuck on the surface of the slot.(4)
Field debugging: all the sensing cables were connected to be a monitoring network using a fusion splicer. Finally, the complete optical fiber path was debugged by the BOTDR.Figure 4
The distributed optical fiber installation flowchart: (a) carving slot and routing on the sidewall, (b) carving slot and routing on the crown, (c) laying of protection layer, (d) fiber splicing, and (e) debugging the light circuit.
(a)
(b)
(c)
(d)
(e)


## 2.2. Experiments

### 2.2.1. Engineering Background

Qiaoyuan tunnel is a vital component of the highway from Qingdao to Lanzhou. Qiaoyuan tunnel is located in Qiaoyuan village, Xiangning County, Shanxi Province, China. As shown in Figure5, there is a loess tableland district with a flat plateau surface. According to the geological survey reports, the stratum structure is divided into two layers simply in a top-down process, which is an aeolian sediment layer of Quaternary Upper Pleistocene (Q3eol) and a drifted deposit layer of Quaternary Middle Pleistocene (Q2al+pl), respectively. The top layer, where the thickness of the loess strata is 6.0 m to 28.7 m, a class III self-weight collapse loess, developed macropores and vertical joints in the mid-wet state. The water content of loess strata is 6.5% to 14.5%. Under the depth of 28.7 m, there is a yellow-brown homogeneous old loess layer with tight structure, developed columnar joints and bedding, and small calcareous concretion with the water content of 11.0% to 17.5%.Figure 5
The location and topography of the Qiaoyuan tunnel.As shown in Figure6, the Qiaoyuan tunnel was influenced by the negative factors of farmland irrigation, transient rainfall, and excavation unloading. There are many geological hazards in the loess strata, from water sinkhole, settlement cave, to ground surface crack, which intensified the deterioration degree of loess surrounding rock. Besides, a vicious circle of the geological hazard is performed. The groundwater sank into the loess strata constantly. The phenomenon of argillization will act on in the surrounding rock of the loess tunnel.Figure 6
The geological hazard of the water-rich loess tunnel: (a) water sinkhole in ground surface, (b) loess settlement cave, (c) surface crack, and (d) surrounding rock argillization.
(a)
(b)
(c)
(d)As shown in Figure7, many sections have undergone collapse of the tunnel face, primary support cracking, and inverted arch cracking as well as the serious deterioration of the surrounding rock evoking the extension of time for completion and increment of the construction cost.Figure 7
The damage of the water-rich loess tunnel during construction. (a) Collapse of the tunnel face, (b) primary support cracking, and (c) inverted arch cracking.
(a)
(b)
(c)As shown in Figure8, the Qiaoyuan tunnel is a separated tunnel with uplink and downlink. The uplink and downlink of this tunnel are 1,572 m and 1,626 m, respectively; excavation is 12.55 m wide, with a clearance area of 103.7 m2. The tunnel adopts the three-bench and seven-step excavation method when construction gets through the water-rich loess sections. The composite lining is a combination of the primary support and the secondary lining.Figure 8
Schematic diagram of the three-bench and seven-step excavation method.As shown in Figure9, the tunnel support structure presented the primary support including Φ22 grouted rock bolts, Φ8 mesh reinforcements, I20a steel arch, and 26 cm C25 shotcrete. The secondary lining was made of the reinforced C35 concrete.Figure 9
Schematic diagram of the tunnel support structure.


### 2.2.2. In Situ Monitoring Schemes

The stress and strain of the surrounding rock, primary support, and secondary liner for water-rich loess tunnel were monitored. The stress of the primary support and surrounding rock was monitored according to “Technical Specifications for Construction of Highway Tunnel (JTG F60-2009).” The stress of secondary liner was evaluated according to “Technical Specification of Maintenance for Highway Tunnel (JTG H12-2015).” The contact pressure, shotcrete stress, and steel arch rib stress were measured by stress box, concrete strain gauge, and surface strain gauge, respectively. Besides, strain state of the secondary liner was measured according to the distributed optical fiber monitoring system.As shown in Figure10, the high risk segment YK9 + 660-YK9 + 710 was selected to be the support engineering. The three sections (YK9 + 675, YK9 + 690, and YK9 + 705) were monitored by the vibrating wire sensors, which were arranged in the key position of each tunnel section, such as a crown, shoulder, arch-foot, and invert. The arrangement of the key monitoring points on the primary support is illustrated.Figure 10
Arrangement of the key monitoring points on the primary support.As shown in Figure11, the distributed optical fiber monitoring system was composed of the circular optical fiber, vertical optical fiber, and temperature compensation optical fiber. The distance of the longitudinal interval of two circular optical fibers is 15 m. The vertical optical fiber is arranged on the sidewall, and the distance is 1.5 m from the floor to the arrangement position. The temperature compensation optical fiber is arranged in the cable trench. In this tunnel, the complete lengths of the strain-sensing fiber and temperature compensation fiber are 104 m and 50 m, respectively.Figure 11
Arrangement of the distributed optical fiber.


## 2.2.1. Engineering Background

Qiaoyuan tunnel is a vital component of the highway from Qingdao to Lanzhou. Qiaoyuan tunnel is located in Qiaoyuan village, Xiangning County, Shanxi Province, China. As shown in Figure5, there is a loess tableland district with a flat plateau surface. According to the geological survey reports, the stratum structure is divided into two layers simply in a top-down process, which is an aeolian sediment layer of Quaternary Upper Pleistocene (Q3eol) and a drifted deposit layer of Quaternary Middle Pleistocene (Q2al+pl), respectively. The top layer, where the thickness of the loess strata is 6.0 m to 28.7 m, a class III self-weight collapse loess, developed macropores and vertical joints in the mid-wet state. The water content of loess strata is 6.5% to 14.5%. Under the depth of 28.7 m, there is a yellow-brown homogeneous old loess layer with tight structure, developed columnar joints and bedding, and small calcareous concretion with the water content of 11.0% to 17.5%.Figure 5
The location and topography of the Qiaoyuan tunnel.As shown in Figure6, the Qiaoyuan tunnel was influenced by the negative factors of farmland irrigation, transient rainfall, and excavation unloading. There are many geological hazards in the loess strata, from water sinkhole, settlement cave, to ground surface crack, which intensified the deterioration degree of loess surrounding rock. Besides, a vicious circle of the geological hazard is performed. The groundwater sank into the loess strata constantly. The phenomenon of argillization will act on in the surrounding rock of the loess tunnel.Figure 6
The geological hazard of the water-rich loess tunnel: (a) water sinkhole in ground surface, (b) loess settlement cave, (c) surface crack, and (d) surrounding rock argillization.
(a)
(b)
(c)
(d)As shown in Figure7, many sections have undergone collapse of the tunnel face, primary support cracking, and inverted arch cracking as well as the serious deterioration of the surrounding rock evoking the extension of time for completion and increment of the construction cost.Figure 7
The damage of the water-rich loess tunnel during construction. (a) Collapse of the tunnel face, (b) primary support cracking, and (c) inverted arch cracking.
(a)
(b)
(c)As shown in Figure8, the Qiaoyuan tunnel is a separated tunnel with uplink and downlink. The uplink and downlink of this tunnel are 1,572 m and 1,626 m, respectively; excavation is 12.55 m wide, with a clearance area of 103.7 m2. The tunnel adopts the three-bench and seven-step excavation method when construction gets through the water-rich loess sections. The composite lining is a combination of the primary support and the secondary lining.Figure 8
Schematic diagram of the three-bench and seven-step excavation method.As shown in Figure9, the tunnel support structure presented the primary support including Φ22 grouted rock bolts, Φ8 mesh reinforcements, I20a steel arch, and 26 cm C25 shotcrete. The secondary lining was made of the reinforced C35 concrete.Figure 9
Schematic diagram of the tunnel support structure.


## 2.2.2. In Situ Monitoring Schemes

The stress and strain of the surrounding rock, primary support, and secondary liner for water-rich loess tunnel were monitored. The stress of the primary support and surrounding rock was monitored according to “Technical Specifications for Construction of Highway Tunnel (JTG F60-2009).” The stress of secondary liner was evaluated according to “Technical Specification of Maintenance for Highway Tunnel (JTG H12-2015).” The contact pressure, shotcrete stress, and steel arch rib stress were measured by stress box, concrete strain gauge, and surface strain gauge, respectively. Besides, strain state of the secondary liner was measured according to the distributed optical fiber monitoring system.As shown in Figure10, the high risk segment YK9 + 660-YK9 + 710 was selected to be the support engineering. The three sections (YK9 + 675, YK9 + 690, and YK9 + 705) were monitored by the vibrating wire sensors, which were arranged in the key position of each tunnel section, such as a crown, shoulder, arch-foot, and invert. The arrangement of the key monitoring points on the primary support is illustrated.Figure 10
Arrangement of the key monitoring points on the primary support.As shown in Figure11, the distributed optical fiber monitoring system was composed of the circular optical fiber, vertical optical fiber, and temperature compensation optical fiber. The distance of the longitudinal interval of two circular optical fibers is 15 m. The vertical optical fiber is arranged on the sidewall, and the distance is 1.5 m from the floor to the arrangement position. The temperature compensation optical fiber is arranged in the cable trench. In this tunnel, the complete lengths of the strain-sensing fiber and temperature compensation fiber are 104 m and 50 m, respectively.Figure 11
Arrangement of the distributed optical fiber.


## 3. Results and Discussions

### 3.1. Contact Pressure

As shown in Figure12, the contact pressure located between the surrounding rock and the primary support structure for section YK9 + 685 was plotted. The construction procedure and heavy rainfall had a substantial influence on the contact pressure with the effect of excavation unloading. In the early stage, values of measuring point SPC-0 to SPC-6 had increased greatly. Actually, the surrounding rock of loess tunnel has a weak overall stability. The plumb joints, fissures, and excavation-free face lead to the rock stress release. Nonetheless, after completion of the tunnel invert, the support structure was constructed in the form of a closed loop and the growth trend of the contact pressure had been relaxed.Figure 12
Monitoring results of the contact pressure.There was a heavy rainfall on the tunnel location in the 20th monitoring day, giving rise to the rain runoff infiltration and the increasing of surrounding rock water content. Contract pressure had been increasing drastically on the crown and shoulder with the influence of the water content with a maximum increasing rate of 62%. After completion of tunnel secondary liner, the contract pressure decreased in a small range, which is attributed to that the liner bore the partial load and the load-sharing ratio has changed. In the 52nd monitoring day, the irrigation led to the increase in surrounding rock water content. Therefore, under the interaction of water and soil pressure, the contract pressure increased in a small range.In the whole monitoring process, all the monitoring points had the changing similar trend upon observation. The arch crown bore the contact pressure at the maximum of 437 kPa, which inflicted negative effect on the overall stability of the support structure.


### 3.2. Shotcrete Stress

As shown in Figure13, the shotcrete stress was changed with the construction procedure, irrigation, and heavy rainfall at section YK9 + 685. It can be seen that the shotcrete stress had an obvious variation in the construction process. After completion of the tunnel secondary liner, the change trend of shotcrete stress was slow. However, there was an irrigation on the ground surface, leading to the remarkable increment of shotcrete stress in the 52nd monitoring day. In particular, shotcrete stress of the left shoulder had risen to 6.21 MPa from 5.30 MPa and the growth rate surpassed 17.2 percent.Figure 13
Monitoring results of shotcrete stress (Color figure online).Figure14(a) shows the final stress distribution. The left shoulder of shotcrete bore the compression stress with the maximum of 6.67 MPa, which was smaller than the shotcrete ultimate compressive strength 13.5 MPa. Nevertheless, the right haunch of shotcrete bore the tensile stress with the maximum of 2.15 MPa, exceeding the ultimate tensile strength 1.3 MPa. Apart from that, the tensile stress caused the cracking of the primary support structure in right haunch with a crack width of 3 mm to 8 mm (Figure 14(b)).Figure 14
(a) Finally stress distribution of shotcrete and (b) cracking of the primary support.
(a)
(b)


### 3.3. Stress of Steel Arch Rib

As shown in Figure15, the stress variation of steel arch rib was similar to the shotcrete stress, which was affected by the construction procedure, irrigation, and heavy rainfall obviously. The stress of the left haunch had risen to 135.7 MPa after heavy rainfall. Stress had risen to 298.7 MPa after irrigation. The growth rates of stress were 24.6% and 12.9%, respectively.Figure 15
Monitoring results of the stress of steel arch rib.As shown in Figure16, the stress of steel arch rib was unbalanced in terms of the overall distribution. The majority of steel arch rib bore compressive stress and only the invert and right shoulder bore tensile stress. There was a tendency of basement uplift. The basic reason was that the ground surface water flowed into back of both sidewalls resulting in that both ends of the basement bore the greater stress, as in “carrying-pole” shape. For the whole steel arch, the maximum compressive stress appeared in the left haunch with the value of 326.6 MPa. The maximum tensile stress appeared in the right shoulder with the value of 89.6 MPa, which did not exceed the ultimate compressive and tensile strengths of the steel arch. It was indicated that the steel arch bore the majority the external load, which played an important role of load-bearing on the whole support structure.Figure 16
Final stress distribution of the steel arch rib.


### 3.4. Strain State of the Secondary Liner

In the operation period, the time span of the field monitoring was 9 months and the monitoring frequency was 0.78 times a month. The first measured data are on March 5, 2017, which was set as the initial value.As shown in Figure17, in an almost section, the strains changed within 300 to 600 με and the corresponding crack width was 0.075 to 0.150 mm, which was smaller than the maximum allowable crack width of 0.20 mm. Hence, the structure of the tunnel liner was safe and stable in this section. Nevertheless, there were a series of convex points of the fiber length of 75 m (the red area of Figure 17), with the strain value of 1,278 to 1,498 με. The corresponding position is located at the right sidewall on section YK9 + 685. After calculating, the corresponding crack widths were 0.35 to 0.37 mm, which exceeded the maximum allowable crack width and inflicted a negative effect on the health state of the tunnel supporting structure.Figure 17
Tunnel lining concrete strain time space distribution (Color figure online).As shown in Figure18, after a field investigation, it was revealed that there was a circumferential crack with a width of 0.30 to 0.85 mm identical with the results of the optical fiber monitoring. Furthermore, it can be seen that the strain had risen to 1,489.39 με of 1,278.80 με continuously as the days progressed in the red area of Figure 17. In this regard, it was concluded that the crack was still developing and threatened to the safety and stability of the tunnel liner structure. It shall take maintenance measures to prevent the further development of the crack. Furthermore, it will avoid the further decline of the health state of water-rich loess tunnel.Figure 18
Photograph of the lining crack at site.


## 3.1. Contact Pressure

As shown in Figure12, the contact pressure located between the surrounding rock and the primary support structure for section YK9 + 685 was plotted. The construction procedure and heavy rainfall had a substantial influence on the contact pressure with the effect of excavation unloading. In the early stage, values of measuring point SPC-0 to SPC-6 had increased greatly. Actually, the surrounding rock of loess tunnel has a weak overall stability. The plumb joints, fissures, and excavation-free face lead to the rock stress release. Nonetheless, after completion of the tunnel invert, the support structure was constructed in the form of a closed loop and the growth trend of the contact pressure had been relaxed.Figure 12
Monitoring results of the contact pressure.There was a heavy rainfall on the tunnel location in the 20th monitoring day, giving rise to the rain runoff infiltration and the increasing of surrounding rock water content. Contract pressure had been increasing drastically on the crown and shoulder with the influence of the water content with a maximum increasing rate of 62%. After completion of tunnel secondary liner, the contract pressure decreased in a small range, which is attributed to that the liner bore the partial load and the load-sharing ratio has changed. In the 52nd monitoring day, the irrigation led to the increase in surrounding rock water content. Therefore, under the interaction of water and soil pressure, the contract pressure increased in a small range.In the whole monitoring process, all the monitoring points had the changing similar trend upon observation. The arch crown bore the contact pressure at the maximum of 437 kPa, which inflicted negative effect on the overall stability of the support structure.


## 3.2. Shotcrete Stress

As shown in Figure13, the shotcrete stress was changed with the construction procedure, irrigation, and heavy rainfall at section YK9 + 685. It can be seen that the shotcrete stress had an obvious variation in the construction process. After completion of the tunnel secondary liner, the change trend of shotcrete stress was slow. However, there was an irrigation on the ground surface, leading to the remarkable increment of shotcrete stress in the 52nd monitoring day. In particular, shotcrete stress of the left shoulder had risen to 6.21 MPa from 5.30 MPa and the growth rate surpassed 17.2 percent.Figure 13
Monitoring results of shotcrete stress (Color figure online).Figure14(a) shows the final stress distribution. The left shoulder of shotcrete bore the compression stress with the maximum of 6.67 MPa, which was smaller than the shotcrete ultimate compressive strength 13.5 MPa. Nevertheless, the right haunch of shotcrete bore the tensile stress with the maximum of 2.15 MPa, exceeding the ultimate tensile strength 1.3 MPa. Apart from that, the tensile stress caused the cracking of the primary support structure in right haunch with a crack width of 3 mm to 8 mm (Figure 14(b)).Figure 14
(a) Finally stress distribution of shotcrete and (b) cracking of the primary support.
(a)
(b)


## 3.3. Stress of Steel Arch Rib

As shown in Figure15, the stress variation of steel arch rib was similar to the shotcrete stress, which was affected by the construction procedure, irrigation, and heavy rainfall obviously. The stress of the left haunch had risen to 135.7 MPa after heavy rainfall. Stress had risen to 298.7 MPa after irrigation. The growth rates of stress were 24.6% and 12.9%, respectively.Figure 15
Monitoring results of the stress of steel arch rib.As shown in Figure16, the stress of steel arch rib was unbalanced in terms of the overall distribution. The majority of steel arch rib bore compressive stress and only the invert and right shoulder bore tensile stress. There was a tendency of basement uplift. The basic reason was that the ground surface water flowed into back of both sidewalls resulting in that both ends of the basement bore the greater stress, as in “carrying-pole” shape. For the whole steel arch, the maximum compressive stress appeared in the left haunch with the value of 326.6 MPa. The maximum tensile stress appeared in the right shoulder with the value of 89.6 MPa, which did not exceed the ultimate compressive and tensile strengths of the steel arch. It was indicated that the steel arch bore the majority the external load, which played an important role of load-bearing on the whole support structure.Figure 16
Final stress distribution of the steel arch rib.


## 3.4. Strain State of the Secondary Liner

In the operation period, the time span of the field monitoring was 9 months and the monitoring frequency was 0.78 times a month. The first measured data are on March 5, 2017, which was set as the initial value.As shown in Figure17, in an almost section, the strains changed within 300 to 600 με and the corresponding crack width was 0.075 to 0.150 mm, which was smaller than the maximum allowable crack width of 0.20 mm. Hence, the structure of the tunnel liner was safe and stable in this section. Nevertheless, there were a series of convex points of the fiber length of 75 m (the red area of Figure 17), with the strain value of 1,278 to 1,498 με. The corresponding position is located at the right sidewall on section YK9 + 685. After calculating, the corresponding crack widths were 0.35 to 0.37 mm, which exceeded the maximum allowable crack width and inflicted a negative effect on the health state of the tunnel supporting structure.Figure 17
Tunnel lining concrete strain time space distribution (Color figure online).As shown in Figure18, after a field investigation, it was revealed that there was a circumferential crack with a width of 0.30 to 0.85 mm identical with the results of the optical fiber monitoring. Furthermore, it can be seen that the strain had risen to 1,489.39 με of 1,278.80 με continuously as the days progressed in the red area of Figure 17. In this regard, it was concluded that the crack was still developing and threatened to the safety and stability of the tunnel liner structure. It shall take maintenance measures to prevent the further development of the crack. Furthermore, it will avoid the further decline of the health state of water-rich loess tunnel.Figure 18
Photograph of the lining crack at site.


## 4. Conclusion

Field monitoring of contact pressure, shotcrete stress, stress of steel arch rib, and strain state of the secondary liner was conducted to analyze the health of support structure for the water-rich loess tunnel. Some conclusions are as follows:(1)
Combining the vibrating wire sensor with the distributed optical fiber, the monitoring system has successfully achieved the life-cycle health monitoring of water-rich loess tunnel.(2)
In the tunnel construction period, the nonbalanced distribution stress of the support structure was obviously influenced by the construction procedure, irrigation, and heavy rainfall.(3)
In the tunnel operation period, the distributed optical fiber was used to monitor the strain state of the secondary liner, and it presented a premium performance in the monitoring accuracy of the linear cracks. Moreover, distributed optical fiber had a great significance to maintaining measures and reduced the operational risk as well.



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*Source: 9461890-2019-10-16.xml*