# Research and Application of Support Resistant Limiting Dampers in the Deep-Buried Large-Section Loess Tunnel

Authors: Yong Deng; Jiangsheng Xie; Shuguang Li
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

The paper aims to solve the problem that the primary support of the deep-buried large-section loess tunnel of the Haolebaoji-Ji’an Railway was damaged due to excessive force. Based on indoor tests, on-site construction feedback, and monitoring measurement data, the surrounding rock deformation and structural forces with different support schemes were compared and analyzed. The engineering application methods and mechanism of the support resistant limiting damper (SRLD) technology were studied. The results show that for the deep-buried large-section loess tunnels, under the premise of ensuring the self-supporting capacity of the surrounding rock is not significantly reduced, and the loose pressure is not significantly increased, the resistance-limiting and high-ductility support concept that can control the deformation and the energy release of the surrounding rock is reasonable and feasible. The support resistant limiting damper (SRLD) is a reasonable and practical resistance-limiting and high-ductility support method, which successfully solved the failure of the primary support of the deep-buried large-section loess tunnel. The SRLD’s integrity and safety are guaranteed, the materials are easy to obtain, the processing is convenient, and the construction is simple and easy to operate. The SRLD is a safe and economic support structure.


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## Body

## 1. Introduction

With the development of transportation construction, more and more new tunnels need to traverse complex geology. Excavation and support problems caused by high ground stress, weak surrounding rocks, and other unfavourable geology have become the bottleneck of tunnel construction [1–3]. The special engineering characteristics of loess cause the loess tunnel large deformation during the excavation process [4], which brings challenges to theoretical research and design of the loess tunnel.The colour of loess is from yellow to red-yellow; its bedding is not apparent; it is rich in carbonate, and it has a loose honeycomb-type metastable structure [5, 6]. Li et al. [7] pointed out that the loess tunnel has large settlements at the arch and ground surface. It is recommended to adopt the seven-step method. Xue et al. [8] established the Delphi extended model to evaluate the deformation of the surrounding rock of the loess with a super-large section. The support structure with large rigidity can allow a small amount of deformation, and it is difficult to release the energy stored in the surrounding rock entirely, so the support problem is challenging to solve. In recent years, based on the concepts of energy absorption and energy dissipation in surrounding rocks, the “yield pressure support” or “flexible support” scheme has begun to be explored and implemented in scientific research and engineering. In the late 1990s, Kovári [9] pointed out that if the deformation of the surrounding rock is forcibly suppressed, it will cause excessive surrounding rock pressure, causing the internal force of the structure to exceed the bearing capacity. The only feasible support scheme in the construction of squeezing confining pressure tunnels is to allow the support structure to deform with the surrounding rock before failure and develop a “yield control” support concept. Anagnostou and Cantieni [10] pointed out that there are two ways to achieve yield control support: one is to fill the compressible layer behind the rigid support, which is more effective in the shield or TBM excavation support. The other way is to use the combination of a sliding steel frame and shotcrete, which can be sprayed when the sliding steel frame is deformed to a preset value or sprayed immediately after the steel frame is erected. At the same time, a “lining stress controller” [11] or “high compression concrete” [12] is inserted into the concrete at the sliding joint of the steel frame, so that the steel frame and the concrete can be compressed and deformed simultaneously. This kind of yield-controlled support has been widely used in tunnels such as Alpine Tunnel, Galgenberg Tunnel, Semmering Pilot Tunnel, and Saint Martin-La Porte Connection Channel [13–16]. Wu et al. [17–20] conducted a systematic theoretical study on the application of the yielding support concept in the tunnel support structure. Sun et al. [21] proposed an anchoring technology to control the continuous development of large deformations of the surrounding rock—a new type of large-scale let-down anchor rod. Wang et al. [22] started from the idea of the appropriate release of the deformation energy of surrounding rock and proposed a new design concept of timely strong-yield compression support. Based on this design concept, a pressure-relief support system is proposed.At present, the pressure-relief and yield-controlled support technology are in the stage of theoretical research and summary of construction experience. There is no unified theoretical system and support plan. It is based on the “support resistant limiting dampers” (SRLDs) developed by Qiu et al. [23]. This paper focuses on its engineering application in the deformation control of deep-buried large-section loess tunnels, which provides a reference for the construction of similar tunnels in the future.


## 2. Working Principle of Support Resistant Limiting Dampers (SRLDs)

### 2.1. Energy Release Mechanism of Surrounding Rock

In the construction of high-energy geological environment tunnels, the surrounding rock often releases much energy after being disturbed. The primary support of the tunnel is the combination of bolts, steel frames, and shotcrete, and the deformation of these supports during the normal working phase is minimal. The small deformation of the primary support is difficult to fully release the large amount of energy stored in the surrounding rock, which brings a high surrounding rock pressure and causes the internal force of the primary support to exceed its ultimate bearing capacity.When the primary support of the tunnel is cracked, the existing countermeasures mostly adopt the principle of “never weaker than strong” to strengthen support parameters. However, practice shows that merely increasing the support parameters cannot effectively solve the problem of primary support cracking [24, 25]. The behaviour of the primary support with severe deformation and damage caused by repeated dismantling and replacement during construction is essentially the process of gradual deformation under certain constraints to release the deformation pressure of the surrounding rock. The cavern cannot stabilize until the pressure of the surrounding rock is released (see Figure 1). Therefore, in the high-energy geological environment, the tunnel construction should not adopt the measures of “strong support and hard resistance” but should adopt a structure that can produce a large amount of deformation and fully release the energy stored in the surrounding rock and carry out the support method of “combination of resistance and release.” The use of a resistance-limiting energy-consuming support structure can limit the support resistance in the early stage and allow large deformations of the surrounding rock and support structure. In the later stage, the support resistance increases, and its support characteristic curve can finally intersect with the surrounding rock characteristic curve to achieve stability (see Figure 1).Figure 1
Characteristic curve of convergence-confinement.


### 2.2. SRLD Structure

The SRLD is composed of upper and lower connection steel plates and vertical resistance-limiting steel plates. The upper and lower connection steel plates are placed in parallel, and the vertical resistance-limiting steel plates are vertically welded on the upper and lower connection steel plates [23], as shown in Figure 2.Figure 2
SRLD structure.


### 2.3. Working Process of SRLD

The working process of the SRLD is shown in Figure3. A vertical pressure P is applied to the connecting plate. When the pressure P reaches the peak load of the vertical steel plate, the vertical steel plate begins to yield and deform until the resistance limiter is compacted.Figure 3
SRLD working process.


### 2.4. Loading-Deformation Characteristics of SRLD

The SRLD samples were made, and the performance verification test was carried out on the universal press (see Figure4). The typical pressure-deformation curves of the resistance limiter are shown in Figure 5.Figure 4
Mechanical performance test of SRLD [23].Figure 5
Typical loading-deformation curves of SRLD [23].According to the verified test results, the working period of the SRLD is mainly divided into four stages. The first stage is the elastic deformation stage, and the pressure increases linearly with the deformation. The second stage is the yield decrease stage, and the pressure decreases with the deformation. The third stage is the yield constant resistance deformation stage, and the pressure is constant with the deformation. The fourth stage is the compaction deformation stage, and the pressure increases sharply with the deformation. The third stage is the main working stage of the deformation of the SRLD. The limiter undergoes large-stroke deformation under the constant pressure. The pressure-deformation curve of the limiter is simplified as shown in Figure6.Figure 6
Simplified loading-deformation curve of SRLD.It can be seen from Figure6 that the SRLD has high initial rigidity and a massive working stroke. At the same time, it can provide stable support resistance and can meet the requirement of guiding the surrounding rock to release energy through deformation while controlling the deformation rate of the surrounding rock. Through the on-site monitoring and measurement of the vault subsidence and clearance convergence data, the deformation rate and acceleration can be analyzed and calculated to determine whether the current support parameters are reasonable.


## 2.1. Energy Release Mechanism of Surrounding Rock

In the construction of high-energy geological environment tunnels, the surrounding rock often releases much energy after being disturbed. The primary support of the tunnel is the combination of bolts, steel frames, and shotcrete, and the deformation of these supports during the normal working phase is minimal. The small deformation of the primary support is difficult to fully release the large amount of energy stored in the surrounding rock, which brings a high surrounding rock pressure and causes the internal force of the primary support to exceed its ultimate bearing capacity.When the primary support of the tunnel is cracked, the existing countermeasures mostly adopt the principle of “never weaker than strong” to strengthen support parameters. However, practice shows that merely increasing the support parameters cannot effectively solve the problem of primary support cracking [24, 25]. The behaviour of the primary support with severe deformation and damage caused by repeated dismantling and replacement during construction is essentially the process of gradual deformation under certain constraints to release the deformation pressure of the surrounding rock. The cavern cannot stabilize until the pressure of the surrounding rock is released (see Figure 1). Therefore, in the high-energy geological environment, the tunnel construction should not adopt the measures of “strong support and hard resistance” but should adopt a structure that can produce a large amount of deformation and fully release the energy stored in the surrounding rock and carry out the support method of “combination of resistance and release.” The use of a resistance-limiting energy-consuming support structure can limit the support resistance in the early stage and allow large deformations of the surrounding rock and support structure. In the later stage, the support resistance increases, and its support characteristic curve can finally intersect with the surrounding rock characteristic curve to achieve stability (see Figure 1).Figure 1
Characteristic curve of convergence-confinement.


## 2.2. SRLD Structure

The SRLD is composed of upper and lower connection steel plates and vertical resistance-limiting steel plates. The upper and lower connection steel plates are placed in parallel, and the vertical resistance-limiting steel plates are vertically welded on the upper and lower connection steel plates [23], as shown in Figure 2.Figure 2
SRLD structure.


## 2.3. Working Process of SRLD

The working process of the SRLD is shown in Figure3. A vertical pressure P is applied to the connecting plate. When the pressure P reaches the peak load of the vertical steel plate, the vertical steel plate begins to yield and deform until the resistance limiter is compacted.Figure 3
SRLD working process.


## 2.4. Loading-Deformation Characteristics of SRLD

The SRLD samples were made, and the performance verification test was carried out on the universal press (see Figure4). The typical pressure-deformation curves of the resistance limiter are shown in Figure 5.Figure 4
Mechanical performance test of SRLD [23].Figure 5
Typical loading-deformation curves of SRLD [23].According to the verified test results, the working period of the SRLD is mainly divided into four stages. The first stage is the elastic deformation stage, and the pressure increases linearly with the deformation. The second stage is the yield decrease stage, and the pressure decreases with the deformation. The third stage is the yield constant resistance deformation stage, and the pressure is constant with the deformation. The fourth stage is the compaction deformation stage, and the pressure increases sharply with the deformation. The third stage is the main working stage of the deformation of the SRLD. The limiter undergoes large-stroke deformation under the constant pressure. The pressure-deformation curve of the limiter is simplified as shown in Figure6.Figure 6
Simplified loading-deformation curve of SRLD.It can be seen from Figure6 that the SRLD has high initial rigidity and a massive working stroke. At the same time, it can provide stable support resistance and can meet the requirement of guiding the surrounding rock to release energy through deformation while controlling the deformation rate of the surrounding rock. Through the on-site monitoring and measurement of the vault subsidence and clearance convergence data, the deformation rate and acceleration can be analyzed and calculated to determine whether the current support parameters are reasonable.


## 3. Engineering Application of SRLD

### 3.1. Engineering Overview

This paper takes the Yangshan Tunnel of the Haolebaoji-Ji’an Railway as the engineering background. The lithology of the cave in the deep-buried old loess section of this railway is the Quaternary Middle Pleistocene alluvial (Q2pl) clay old loess. The colour of the soil is brown-yellow, brown-red, brown-red, and yellow-brown. The soil is hard plastic to stern, with a small number of calcareous nodules and a large compacted structure. No groundwater was found during excavation. The plastic limit of the soil was 20%, and the liquid limit was 33.4%, showing soft swelling. The surrounding rock is classified as IV soil, with a burial depth of 120–140 m (see Figure 7), and the soil moisture content of the excavated face is about 15%. Water seeps out after the primary branch is destroyed, and the tested soil has a water content of 20% to 23%. The typical geological section of the tunnel is shown in Figure 8.Figure 7
Typical geological section of the tunnel.Figure 8
Damage of primary lining in the deep-buried loess tunnel. (a) Concrete cracking. (b) Steel frame twisted.
(a)(b)The Yangshan Tunnel is a single-hole double-line tunnel with an excavation area of 101.43 m2. It is constructed by the three-step method. The deep-buried old loess section (DK390 + 528～DK390 + 708) at the exit of the tunnel suffered damage to the primary support and caused the primary support infringement. The damage is manifested as concrete cracking and spalling at the left and right arch waist to the arch foot of the upper step, the steel frame is buckled and staggered, and the falling block runs through in the longitudinal direction. The primary support invasion limit after failure is 30–40 cm, as shown in Figure 8.


### 3.2. Support Scheme of Yangshan Tunnel

In the initial construction, the designed primary support scheme (scheme I) was adopted. After the primary support of the tunnel was destroyed, the support scheme was changed to reinforced support (scheme II). The initial support failure phenomenon was significantly reduced after using reinforced support. However, concrete spalling occurred in the DK390 + 462∼DK390 + 467 section, indicating that the reinforced support failed to control the cracking phenomenon of the initial support fully. Therefore, an optimization scheme (scheme III) based on SRLD was designed. The specific schemes are shown in Table1. Construction of the SRLD test is carried out in the DK390 + 152～DK390 + 168 of the Yangshan Tunnel (see Figures 9 and 10).Table 1
Statistical table of displacement monitoring results.
SchemeSteel frameSteel frame spacing (m)Main rib diameter (mm)C25 shotcrete thickness (cm)SRLDIH1501.02222—IIH2300.62830—IIIH1501.02222Set the SRLD on the left and right arch feet of the upper step (vertical steel plate thickness: 7.5 mm; height: 28 cm; spacing: 10–15 cm)Figure 9
The assembled SRLD.Figure 10
SRLD after construction. (a) Upper step. (b) Middle step.
(a)(b)


### 3.3. Deformation Analysis of Test Sections

#### 3.3.1. Monitoring Scheme

According to [26], six measurement sections were laid out: DK390 + 175, DK390 + 170, DK390 + 165, DK390 + 160, DK390 + 155, and DK390 + 150. The measuring points were arranged as the vault settlement point, a horizontal line was set up and down 50 cm above and below the SRLD, and a horizontal line was set up 1.5 m above the bottom of the excavation, that is, one vault sinking measurement point and three horizontal convergence measurement lines (see Figure 11). Two measurement sections were set up on DK390 + 163 and DK390 + 159 to test the surrounding rock pressure. The layout of the measurement points is shown in Figure 12.Figure 11
Diagram of crown settlement point and the horizontal convergence line.Figure 12
Layout of the monitoring points for internal force. (a) Surrounding rock pressure. (b) Internal stress of shotcrete.
(a)(b)


#### 3.3.2. Analysis of Monitoring Results

(1)Analysis of Displacement Monitoring Results. The monitoring results are shown in Table 2 and Figure 13. For scheme II, the vault subsidence of the monitoring sections is between 20.7 and 40.9 mm, the horizontal convergence of line 1 is between 34.2 and 106.8 mm, the horizontal convergence of line 2 is between 27.0 and 65.0 mm, and the horizontal convergence of line 3 is between 30.5 and 66.9 mm. For scheme III, the vault subsidence of the sections is between 47.7 and 57.6 mm, the horizontal convergence of line 1 is between 62.5 and 136.1 mm, the horizontal convergence of line 2 is between 34.2 and 95.1 mm, and the horizontal convergence of line 3 is between 30.5 and 71.4 mm (see Table 2). The deformation rate in the first 2∼3 days after the excavation is relatively large, reaching 30∼40 mm/d. The deformation tends to converge about one week after excavation. After converging for a period of time, the deformation has a weak tendency to increase (see Figure 13).Table 2
Statistical table of displacement monitoring results.
MileageSchemeCumulative deformation (mm)Vault subsidenceTest line 1Test line 2Test line 3DK390 + 175II20.766.554.850.7DK390 + 170II40.9106.865.066.9DK390 + 165III47.777.487.067.0DK390 + 160III55136.195.171.4DK390 + 155III57.662.534.230.5DK390 + 150II21.634.242.050.1Figure 13
Time-history curves of vault subsidence and horizontal convergence. (a) DK390 + 175. (b) DK390 + 170. (c) DK390 + 165. (d) DK390 + 160. (e) DK390 + 155. (f) DK390 + 150.
(a)(b)(c)(d)(e)(f)(2) Analysis of Surrounding Rock Pressure Monitoring Results. The surrounding rock pressure of the monitored section is shown in Figure 14, and the pressure distribution of the surrounding rock of each section is shown in Figure 15. The surrounding rock pressure tested on each section tends to converge in about one week (see Figure 14). The surrounding rock pressure at the arch waist is significantly higher than other locations, and the two test sections DK390 + 163 and DK390 + 159 have the highest surrounding rock pressure at the right arch waist (0.44 MPa and 0.51 MPa), which is consistent with the actual structure cracks.Figure 14
Time-history curves of surrounding rock pressure. (a) DK390 + 163. (b) DK390 + 159.
(a)(b)Figure 15
Circumferential distribution of surrounding rock pressure. (a) DK390 + 163. (b) DK390 + 159.
(a)(b)(3) Analysis of Concrete Stress Monitoring Results. It can be seen from the figure that the measured concrete stress of each section exceeds the convergence in about one week. The concrete of the monitored section is basically in a compressed state, and the maximum compressive stress is at the inner left arch waist of the DK390 + 163 section with the value of 42.05 MPa (see Figure 16(a)), which is consistent with the actual deformation.Figure 16
Time-history curves of concrete stress. (a) DK390 + 163 inside. (b) DK390 + 163 outside. (c) DK390 + 159 inside. (d) DK390 + 159 outside.
(a)(b)(c)(d)About 7 to 10 days after the component is embedded, the time-history curves of the various parameters of the internal force of the structure begin to converge. Around 15 days, the surrounding rock pressure and stress deformation decreased and tended to converge gradually, indicating that the structural parameters of the test section can meet the actual needs of the project.


## 3.1. Engineering Overview

This paper takes the Yangshan Tunnel of the Haolebaoji-Ji’an Railway as the engineering background. The lithology of the cave in the deep-buried old loess section of this railway is the Quaternary Middle Pleistocene alluvial (Q2pl) clay old loess. The colour of the soil is brown-yellow, brown-red, brown-red, and yellow-brown. The soil is hard plastic to stern, with a small number of calcareous nodules and a large compacted structure. No groundwater was found during excavation. The plastic limit of the soil was 20%, and the liquid limit was 33.4%, showing soft swelling. The surrounding rock is classified as IV soil, with a burial depth of 120–140 m (see Figure 7), and the soil moisture content of the excavated face is about 15%. Water seeps out after the primary branch is destroyed, and the tested soil has a water content of 20% to 23%. The typical geological section of the tunnel is shown in Figure 8.Figure 7
Typical geological section of the tunnel.Figure 8
Damage of primary lining in the deep-buried loess tunnel. (a) Concrete cracking. (b) Steel frame twisted.
(a)(b)The Yangshan Tunnel is a single-hole double-line tunnel with an excavation area of 101.43 m2. It is constructed by the three-step method. The deep-buried old loess section (DK390 + 528～DK390 + 708) at the exit of the tunnel suffered damage to the primary support and caused the primary support infringement. The damage is manifested as concrete cracking and spalling at the left and right arch waist to the arch foot of the upper step, the steel frame is buckled and staggered, and the falling block runs through in the longitudinal direction. The primary support invasion limit after failure is 30–40 cm, as shown in Figure 8.


## 3.2. Support Scheme of Yangshan Tunnel

In the initial construction, the designed primary support scheme (scheme I) was adopted. After the primary support of the tunnel was destroyed, the support scheme was changed to reinforced support (scheme II). The initial support failure phenomenon was significantly reduced after using reinforced support. However, concrete spalling occurred in the DK390 + 462∼DK390 + 467 section, indicating that the reinforced support failed to control the cracking phenomenon of the initial support fully. Therefore, an optimization scheme (scheme III) based on SRLD was designed. The specific schemes are shown in Table1. Construction of the SRLD test is carried out in the DK390 + 152～DK390 + 168 of the Yangshan Tunnel (see Figures 9 and 10).Table 1
Statistical table of displacement monitoring results.
SchemeSteel frameSteel frame spacing (m)Main rib diameter (mm)C25 shotcrete thickness (cm)SRLDIH1501.02222—IIH2300.62830—IIIH1501.02222Set the SRLD on the left and right arch feet of the upper step (vertical steel plate thickness: 7.5 mm; height: 28 cm; spacing: 10–15 cm)Figure 9
The assembled SRLD.Figure 10
SRLD after construction. (a) Upper step. (b) Middle step.
(a)(b)


## 3.3. Deformation Analysis of Test Sections

### 3.3.1. Monitoring Scheme

According to [26], six measurement sections were laid out: DK390 + 175, DK390 + 170, DK390 + 165, DK390 + 160, DK390 + 155, and DK390 + 150. The measuring points were arranged as the vault settlement point, a horizontal line was set up and down 50 cm above and below the SRLD, and a horizontal line was set up 1.5 m above the bottom of the excavation, that is, one vault sinking measurement point and three horizontal convergence measurement lines (see Figure 11). Two measurement sections were set up on DK390 + 163 and DK390 + 159 to test the surrounding rock pressure. The layout of the measurement points is shown in Figure 12.Figure 11
Diagram of crown settlement point and the horizontal convergence line.Figure 12
Layout of the monitoring points for internal force. (a) Surrounding rock pressure. (b) Internal stress of shotcrete.
(a)(b)


### 3.3.2. Analysis of Monitoring Results

(1)Analysis of Displacement Monitoring Results. The monitoring results are shown in Table 2 and Figure 13. For scheme II, the vault subsidence of the monitoring sections is between 20.7 and 40.9 mm, the horizontal convergence of line 1 is between 34.2 and 106.8 mm, the horizontal convergence of line 2 is between 27.0 and 65.0 mm, and the horizontal convergence of line 3 is between 30.5 and 66.9 mm. For scheme III, the vault subsidence of the sections is between 47.7 and 57.6 mm, the horizontal convergence of line 1 is between 62.5 and 136.1 mm, the horizontal convergence of line 2 is between 34.2 and 95.1 mm, and the horizontal convergence of line 3 is between 30.5 and 71.4 mm (see Table 2). The deformation rate in the first 2∼3 days after the excavation is relatively large, reaching 30∼40 mm/d. The deformation tends to converge about one week after excavation. After converging for a period of time, the deformation has a weak tendency to increase (see Figure 13).Table 2
Statistical table of displacement monitoring results.
MileageSchemeCumulative deformation (mm)Vault subsidenceTest line 1Test line 2Test line 3DK390 + 175II20.766.554.850.7DK390 + 170II40.9106.865.066.9DK390 + 165III47.777.487.067.0DK390 + 160III55136.195.171.4DK390 + 155III57.662.534.230.5DK390 + 150II21.634.242.050.1Figure 13
Time-history curves of vault subsidence and horizontal convergence. (a) DK390 + 175. (b) DK390 + 170. (c) DK390 + 165. (d) DK390 + 160. (e) DK390 + 155. (f) DK390 + 150.
(a)(b)(c)(d)(e)(f)(2) Analysis of Surrounding Rock Pressure Monitoring Results. The surrounding rock pressure of the monitored section is shown in Figure 14, and the pressure distribution of the surrounding rock of each section is shown in Figure 15. The surrounding rock pressure tested on each section tends to converge in about one week (see Figure 14). The surrounding rock pressure at the arch waist is significantly higher than other locations, and the two test sections DK390 + 163 and DK390 + 159 have the highest surrounding rock pressure at the right arch waist (0.44 MPa and 0.51 MPa), which is consistent with the actual structure cracks.Figure 14
Time-history curves of surrounding rock pressure. (a) DK390 + 163. (b) DK390 + 159.
(a)(b)Figure 15
Circumferential distribution of surrounding rock pressure. (a) DK390 + 163. (b) DK390 + 159.
(a)(b)(3) Analysis of Concrete Stress Monitoring Results. It can be seen from the figure that the measured concrete stress of each section exceeds the convergence in about one week. The concrete of the monitored section is basically in a compressed state, and the maximum compressive stress is at the inner left arch waist of the DK390 + 163 section with the value of 42.05 MPa (see Figure 16(a)), which is consistent with the actual deformation.Figure 16
Time-history curves of concrete stress. (a) DK390 + 163 inside. (b) DK390 + 163 outside. (c) DK390 + 159 inside. (d) DK390 + 159 outside.
(a)(b)(c)(d)About 7 to 10 days after the component is embedded, the time-history curves of the various parameters of the internal force of the structure begin to converge. Around 15 days, the surrounding rock pressure and stress deformation decreased and tended to converge gradually, indicating that the structural parameters of the test section can meet the actual needs of the project.


## 3.3.1. Monitoring Scheme

According to [26], six measurement sections were laid out: DK390 + 175, DK390 + 170, DK390 + 165, DK390 + 160, DK390 + 155, and DK390 + 150. The measuring points were arranged as the vault settlement point, a horizontal line was set up and down 50 cm above and below the SRLD, and a horizontal line was set up 1.5 m above the bottom of the excavation, that is, one vault sinking measurement point and three horizontal convergence measurement lines (see Figure 11). Two measurement sections were set up on DK390 + 163 and DK390 + 159 to test the surrounding rock pressure. The layout of the measurement points is shown in Figure 12.Figure 11
Diagram of crown settlement point and the horizontal convergence line.Figure 12
Layout of the monitoring points for internal force. (a) Surrounding rock pressure. (b) Internal stress of shotcrete.
(a)(b)


## 3.3.2. Analysis of Monitoring Results

(1)Analysis of Displacement Monitoring Results. The monitoring results are shown in Table 2 and Figure 13. For scheme II, the vault subsidence of the monitoring sections is between 20.7 and 40.9 mm, the horizontal convergence of line 1 is between 34.2 and 106.8 mm, the horizontal convergence of line 2 is between 27.0 and 65.0 mm, and the horizontal convergence of line 3 is between 30.5 and 66.9 mm. For scheme III, the vault subsidence of the sections is between 47.7 and 57.6 mm, the horizontal convergence of line 1 is between 62.5 and 136.1 mm, the horizontal convergence of line 2 is between 34.2 and 95.1 mm, and the horizontal convergence of line 3 is between 30.5 and 71.4 mm (see Table 2). The deformation rate in the first 2∼3 days after the excavation is relatively large, reaching 30∼40 mm/d. The deformation tends to converge about one week after excavation. After converging for a period of time, the deformation has a weak tendency to increase (see Figure 13).Table 2
Statistical table of displacement monitoring results.
MileageSchemeCumulative deformation (mm)Vault subsidenceTest line 1Test line 2Test line 3DK390 + 175II20.766.554.850.7DK390 + 170II40.9106.865.066.9DK390 + 165III47.777.487.067.0DK390 + 160III55136.195.171.4DK390 + 155III57.662.534.230.5DK390 + 150II21.634.242.050.1Figure 13
Time-history curves of vault subsidence and horizontal convergence. (a) DK390 + 175. (b) DK390 + 170. (c) DK390 + 165. (d) DK390 + 160. (e) DK390 + 155. (f) DK390 + 150.
(a)(b)(c)(d)(e)(f)(2) Analysis of Surrounding Rock Pressure Monitoring Results. The surrounding rock pressure of the monitored section is shown in Figure 14, and the pressure distribution of the surrounding rock of each section is shown in Figure 15. The surrounding rock pressure tested on each section tends to converge in about one week (see Figure 14). The surrounding rock pressure at the arch waist is significantly higher than other locations, and the two test sections DK390 + 163 and DK390 + 159 have the highest surrounding rock pressure at the right arch waist (0.44 MPa and 0.51 MPa), which is consistent with the actual structure cracks.Figure 14
Time-history curves of surrounding rock pressure. (a) DK390 + 163. (b) DK390 + 159.
(a)(b)Figure 15
Circumferential distribution of surrounding rock pressure. (a) DK390 + 163. (b) DK390 + 159.
(a)(b)(3) Analysis of Concrete Stress Monitoring Results. It can be seen from the figure that the measured concrete stress of each section exceeds the convergence in about one week. The concrete of the monitored section is basically in a compressed state, and the maximum compressive stress is at the inner left arch waist of the DK390 + 163 section with the value of 42.05 MPa (see Figure 16(a)), which is consistent with the actual deformation.Figure 16
Time-history curves of concrete stress. (a) DK390 + 163 inside. (b) DK390 + 163 outside. (c) DK390 + 159 inside. (d) DK390 + 159 outside.
(a)(b)(c)(d)About 7 to 10 days after the component is embedded, the time-history curves of the various parameters of the internal force of the structure begin to converge. Around 15 days, the surrounding rock pressure and stress deformation decreased and tended to converge gradually, indicating that the structural parameters of the test section can meet the actual needs of the project.


## 4. Applicability Analysis of SRLD

The construction progress, economy, and safety of different scheme conditions are compared, and the results are shown in Tables3–5. Under the condition that the technical proficiency is unskilled, the progress of scheme III is better than scheme II but slightly slower than scheme I (Table 3). Compared with scheme I, the amount of excavation, shotcrete, and steel mesh in scheme III increased by 0.8%∼1.6%, and the amount of steel frame increased by 16.8%. Compared with scheme II, the amount of excavation in scheme III is reduced by 2.5%, the amount of shotcrete and steel mesh is reduced by 27%, and the amount of steel frame is reduced by 47% (Table 4). Compared with scheme I and II (Figures 8 and 17), there will be no damages such as initial support cracking and spalling, long cracks, steel frame deformation, and misalignment using scheme III (Figure 18).Table 3
Construction progress comparison table.
SchemeConstruction time (days)MileageTunneling length (m)Progress rate (m/d)Process proficiencyI149DK390 + 960∼ +5204404.0Very skilledII140DK390 + 520∼ +1683522.4SkilledIII5DK390 + 168∼ +152163.2UnskilledTable 4
Engineering quantity comparison table.
Project unitQuantity comparisonScheme III/scheme I (%)Scheme III/scheme II (%)Scheme IScheme IIScheme IIISoil and rock excavationm3101.44105.69103.04101.697.5C25 shotcretem38.4311.628.50100.873.1Steel meshkg105.95146.87106.78100.872.7Steel used for steel framekg1036.802297.541211.42116.852.7Steel frame spacingm1.000.601.00——Table 5
Safety comparison table.
SchemeMileageCracked or notCause of crackingStructural safetyIDK390 + 786∼DK390 + 520Along the longitudinal direction of the tunnel, a continuous crack and dislocation of about 180 m occurred on the left and right arch waistOn the action of surrounding rock pressure, the primary support at the arch waist bears great hoop stress, and the structure is compressed, and shear failure occursBoth the left and right arches were damaged, and the structure is unsafeIIDK390 + 520∼DK390 + 168The left and right arches are easy to produce diagonal cracks and longitudinal cracks of about 1 m in lengthChanging the scheme increases the rigidity of the structure, but the internal force of the structure increases. Once the internal force of the structure is greater than the ultimate strength of the material, the structure will crackCracking, peeling, and falling pieces occur at the arch waist, and the structural safety is insufficientIIIDK390 + 168∼DK390 + 152Longitudinal cracks above the SRLDThe weak surface formed by the shotcrete above the SRLD is easy to crack and peel offThe vertical steel plate of the SRLD deforms and only accounts for about 10%, and the amount of deformation is less than 10% of the design estimate, and the structure is safeFigure 17
Primary support cracking and spalling (scheme II).
(a)(b)Figure 18
Primary support cracking (scheme III).From the aspects of the economy, construction progress, and safety, the SRLD scheme is better than the other two schemes, and the SRLD scheme is worthy of promotion and application.


## 5. Conclusions

(1)
The traditional rigid support allows small deformation and releases less energy from the surrounding rock. It is challenging to solve the problem of support failure during the construction of deep-buried large-section loess tunnels. When dealing with geological problems such as large deformation of loess tunnels, the design concept should be changed from a large rigidity and strong support method to a limited resistance and release energy support method that allows the deformation of the surrounding rock and controls its energy release.(2)
Embedding the SRLD into the primary support can transform the traditional rigid support into a limited resistance and energy release support. By setting the SRLD in the essential force-bearing parts, the final deformation of the surrounding rock is significantly increased and the problem of primary support cracking can be effectively solved. It shows that the SRLD can limit the internal force of the structure and release the surrounding rock pressure in a controllable manner. It is a feasible and effective way of supporting deep-buried large-section loess tunnels.(3)
The surrounding rock deformation of the experimental section tends to converge about one week after excavation, indicating that the support-surrounding rock system of the SRLD scheme can quickly reach a stable state. The maximum value of surrounding rock pressure and internal structural force occurred at the arch waist. From the comprehensive comparison and analysis of the economy, construction process, and safety, it can be seen that the construction plan of the SRLD support is worthy of popularizing and using.



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*Source: 8841703-2020-09-30.xml*