# New Method for High Water Pressure Tunnel Design Based on Machine Learning for Smart Grid Energy Management and Groundwater Environmental Balance

Authors: Xiaoming You; Gongxing Yan; Zhengqiang Yang
Journal: International Transactions on Electrical Energy Systems
 (2022)

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## Abstract

In recent years, underwater shield tunnels are being developed according to large-scale sections. The problems of large buried depth and high water pressure have posed major challenges to the safety of segmented structures. The load-bearing capacity and damage of segmented structures under high water pressure features have always attracted attention. Based on a machine learning approach to smart grid energy management, this paper proposes a design method for high voltage tunnels in a balanced groundwater environment and tests the capacity of the high voltage tunnels. Based on the high water pressure failure test phenomenon of the large-section shield tunnel of the GIL project, this paper analyzes the failure characteristics and laws of the segment structure under high water pressure conditions. On this basis, an evaluation index for the load-bearing performance of the segment structure is proposed, and control suggestions are given based on the research results. According to the fault characteristics and the section structure law, the section performance evaluation index is proposed, and the control parameter recommendations are given based on the test results. Valuable discoveries and breakthroughs have been made in the failure of the prototype segment structure and the difference in the mechanical properties of the segment structure in the form of the high water pressure tunnel assembly. The research results show that under the condition of staggered assembly of high-voltage tunnels, the maximum dislocation amount of the high-voltage tunnel structure during instability failure is 10 mm, and the bolt strength is improved. The more important aspect is the existence of concave and tenon between the rings. In structure, the maximum stress of the bolts between the rings is only 38.6% of the yield stress at the time of instability failure. This indicates that the distributed concave-convex tenon between the segments not only can control the dislocation of the segments but also can ensure that the longitudinal bolts are well protected. It is safe to ensure the pressure resistance of the high water pressure tunnel.


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## Body

## 1. Introduction

In recent years, the prototype test is the most intuitive and accurate research method for the research on the failure phenomenon and characteristics of the tunnel segment structure under high water pressure in the water environment. Due to the difficulty of the test and the high requirements for the loading device, the failure test was carried out for the prototype segment structure. Regarding the load-bearing performance and safety evaluation of the segment structure, a certain parameter (ovality, diameter change rate, etc.) is usually used as an index to evaluate the load-bearing state of the structure.Mingyu et al. obtained the distribution of external water pressure on the lining of the shield tunnel segment by field measurement [1]. Brewster et al. studied the internal force and deformation of the segment lining structure under different water levels by numerical calculation method [2]. Cheng et al. studied the influence of different water pressures on the stress state, deformation, and failure characteristics of shield segments through similar model tests [3]. He et al. studied the ultimate deformation capacity of the segment structure by carrying out a prototype loading test of the through-seam assembled segment structure and found that the maximum deformation when the structure fails is about 2.5% to 3.0% of the tunnel convergent deformation [4]. Liu et al. propose to use indicators such as ellipticity and diameter change rate to evaluate the safety state of the segment structure. Although the method is more commonly used, its parameter values are uncertain and depend on factors such as load type and section size. For the large-section tube structure with high water pressure, the applicability of the above parameters needs to be tested, and a more intuitive and convenient general evaluation method needs to be developed [5]. Zanella et al. carried out a prototype loading test for the segment structure of the Shanghai Yangtze River Tunnel with an outer diameter of 15.0 m, developed a set of multipoint loading test equipment to verify the bearing capacity and stability of the lining segment, and found that the most unfavorable cracks in the structure were mainly concentrated in the arch, the top and bottom of the arch, and the outside of the arch waist [6].Liu et al. analyzed the cracks and joint openings of the through-joint assembly structure and the cross-joint high-pressure tunnel assembly structure. The specimens of the through-joint assembly structure crack appeared and penetrated later than the staggered high-pressure tunnel assembly structure, but the maximum opening was relatively, It is easy to cause the staggered assembly structure to be easily affected by external forces during operation [7]. Bai et al. conducted a failure test for a subway tunnel with a diameter of 6.2 m to study the failure phenomenon and failure process of the segment. The interaction between the rings in the cross-joint high-pressure tunnel assembly structure is strong, and the overall stiffness of the structure is better [8]. Liu and Shao established a set of methods to determine the tunnel drainage volume based on the ecological balance of groundwater and considering the water requirements of vegetation [9]. Xia and Shao applied the SWATMOD model to different natural watersheds in Kansas and South Korea and verified the simulation results [10]. Jin et al. modified part of the source code of SWAT software to solve the problem of mismatch of calculation units in the coupling process of SWAT and MODFLOW [11]. She et al. established the interaction interface between the hydrological response unit (HRU) in the SWAT model and the grid (CELL) in the MODFLOW model, proposed a new method of coupling the two models, and applied it in the Musimcheon watershed in Korea [12].Based on machine learning algorithms, combined with structural prototype tests for high voltage tunneling and integrated GIL sections, this paper proposes a high-pressure tunnel design method under the water environment and analyzes the joint assembly and assembly of large-section shield tunnels under high-pressure conditions. The failure characteristics of the segmental lining of the cross-joined high-pressure tunnel, the overall stiffness, and local strength of the segment structure are established to evaluate the load-bearing performance of the through-joint and high-pressure tunnel. This paper summarizes and discusses the failure phenomenon of the segment structure under high water pressure and initially proposes an evaluation method for the load-bearing performance of the segment structure. The practicality of this method requires more experiments and actual engineering optimization and verification.


## 2. Machine Learning Algorithms and Design Principles for High Water Pressure Tunnels

### 2.1. Machine Learning Principles

Machine learning is a multifield interdisciplinary subject. It specializes in how computers simulate or realize human learning behaviors to acquire new knowledge or skills and reorganize existing knowledge structures to continuously improve their performance. It is the core of artificial intelligence and the fundamental way to make computers intelligent, and its applications are in all fields of artificial intelligence. Machine learning is an important field in the rise of high-performance computer systems in the era of big data [13, 14]. It integrates artificial intelligence and big data application technology, and its application has spread to all branches of artificial intelligence. Machine learning builds mathematical models of sample data, called “training data,” to make predictions or decisions without being explicitly programmed to perform a task [15, 16]. Machine learning is divided into different types according to whether the sample data needs manual labeling. At present, the machine learning that we widely use is deep learning [17].Machine learning is a science that studies how to use computers to simulate or realize human learning activities [18, 19]. It is one of the most intelligent and cutting-edge research fields in artificial intelligence [3]. It is not only used in knowledge-based systems but also widely used in many fields such as natural language understanding, such as search engines, business marketing, autonomous driving, and weather forecasting. Combining it with the groundwater environment balance design is an important technology to solve the high water pressure tunnel design [20, 21].Regarding the local topology calculation and identification APP, the overall idea is confirmation of the “box-user table” relationship, data acquisition and accumulation, big data edge computing analysis, and topology result display [22]. There are two main methods, namely clustering of meter boxes and adjusting wireless transmit power. A way to realize meter box clustering: install a broadband dual-mode communication module in the household meter, rely on the broadband dual-mode communication module to realize automatic clustering of the meter box, and determine the corresponding relationship of the “household meter-meter box.” The principle is that the dual-mode communication module can detect the distance between the modules. By adjusting the transmission power of the micropower wireless, the communication distance can only cover the other electric energy meters in the meter box to achieve cluster analysis and identify the meter and the meter box. By installing a branch data monitoring device in front of the meter box and connecting the electric energy meter through RS-485, the meter address is automatically obtained, and then the ownership relationship of “household meter-meter box” is determined. After determining the “meter box-household meter” correspondence relationship by the above two methods, the water pressure balance detection terminal continuously reads and obtains the power sample information of a large number of branches and meter boxes and accumulates the amount of data. The water pressure balance detection terminal uses each meter box. The generated electric energy indication value, power, current data, and the low-voltage branch electric energy indication value, power, or current data collected by the branch data monitoring device are compared with big data, and Monte Carlo random simulation, particle swarm (PSO), genetic algorithm, ant group algorithm, crowd search (SOA), and other big data intelligent algorithms perform overall data analysis and calculation and get the final “branch-meter box-household meter” topological relationship. After the topological relationship is obtained, the internal structure can be simplified, the corresponding relationship can be clear, and errors can be reduced and corrected. At the same time, the broadband dual-mode communication module has a zero-crossing monitoring function, which can distinguish the power supply phase of oneself. As the subordinate division of the topological meter box level of the station area, all single-phase meters in the meter box can be distinguished according to the power supply phase.APP line loss is the process of power transmission from power plants to customers. In terms of low-voltage line loss level, it can be divided into the following two categories: station line loss and branch line loss. The station line loss is the sum of the station line loss, the accumulated electricity of the station gateway meter, and the household electricity meters of all stations. The branch line loss corresponds to the sum of the total electrical energy of the branch and the electrical energy of the household meters belonging to the branch. The precondition for calculating the branch line loss is to determine the branch line relationship attached to the household meter, that is, the communication topology is clear. The voltage balance detection terminal communicates with the branch data monitoring devices at all levels to obtain relevant information such as voltage, current, power, and electric energy indication values at all levels and reads the relevant information of the household meter through the route. Divided according to the configured line file power supply and electrical equipment, calculate the line loss of each branch line in the entire station area and realize lean management of line loss. At the same time, based on the low-voltage full electrical data collection and branch line loss analysis functions, the water pressure balance detection terminal can comprehensively judge the abnormal power consumption of each branch line, provide an effective basis for the low-voltage line to prevent electricity theft, and find out the suspected electricity theft line.Water pressure balance detection is an important technology in the design of high water pressure tunnels. It is used to detect surrounding circuits to ensure water pressure and the electrical safety of the equipment. The water pressure balance detection terminal selects wired (RS-485/M-BUS/carrier) or wireless (LoRa) communication according to the actual installation conditions of the site by cooperating with smoke detectors, water level monitoring devices, temperature and humidity sensors, and door magnetic switches. The water pressure balance detection terminal collects the above information and makes local judgments to realize the functions of smoke detection and alarm in the distribution room, cable trench water level monitoring and alarm, temperature and humidity over-limit alarm, and door opening and closing status monitoring. Water pressure balance detection the terminal monitors the electrical output information of the low-voltage bus, branch outlets, meter box inlets, and other locations through its own intersections and branch data monitoring devices and cooperates with dual-mode communication modules with supercapacitors and high-sourcing units to realize household meters, meter box, branch, station area, and 10 kV phase loss; a total of 5 levels of power outage events are actively reported. The water pressure balance detection terminal is connected to the power load sensing node device, and the respective power consumption is classified and statistics. The user can monitor the running status of the power device, real-time current, power, accumulated power consumption, and other related data through the mobile phone APP. For the power supply management party, it can effectively improve the level of power safety management, identification of breached power usage, power usage behavior monitoring, and energy efficiency management. Through the influence of factors such as lines, electricity, hydraulic power, tunnel size, and water pressure, the paper mainly establishes a coupling model for calculation.


### 2.2. SWAT-MODFLOW Coupling Model

The model uses the method of externally building the model, processes each source and sink item into the corresponding format and applies MODFLOW-2005 to run the model.(1)I=n∑i=1n∑j=1nwijxi−x¯xj−x¯∑i=1n∑j=1nwijxi−x¯2=n∑i=1n∑i≠jnwijxi−x¯xj−x¯S2∑i=1n∑j=1nwij,G=∑j=1k∑h=1k∑t=1nj∑r=1nhyij−yhr2n2u.The modularity of the model is conducive to the increase and decrease of data and the processing of data during the later coupling. This paper selects the optimized RCH subroutine package and the newly developed RAW (recharge and well) subroutine package to process the source and sink item data. The program packages are all surface processing data principles:(2)uh≤uj≤…≤uk,G=Gw+Gnb+Gt,Pdi,wj=PdiPwj|di;Pwj|di=∑k=1KPwj|zkPzk|di.In a cube area with side lengthL, the number of tunnel dimensions within the standard range can be expressed as follows:(3)Gjh=∑Z=1hj∑r=1nhyji−yhrnjnhuj+uh,lssim=1−2μxμy+C12σxy+C2μx2+μy2+C1σx2+σy2+C2,Gt=∑j=2k∑h=1j−1Gjhpjsh+phsjDjh1−Djh.The cumulative probability density can be expressed as follows:(4)℘κ=2kk+1+12+12kc2−c132+2c2−c13.Therefore, the length of a single high water pressure tunnel can be expressed as follows:(5)djh=∫0∞dFjy∫0yy−xdFhx,lngdpit=a0+a1du∗dt+∑i=1NbjXu+εu.


### 2.3. Numerical Simulation Method of High Water Pressure Tunnel Shape

The position of the high-pressure tunnel is represented by the coordinates of the center point of the disc-shaped high-pressure tunnel. The positions of the high-pressure tunnels in the DFN model are independent of each other and obey a uniform distribution, which can be expressed as follows:(6)fx=1Nh∑i=1NkXi−xh,kx=12πexp−x22,ht=tanhwcxt+ucrtΘht−1+bc,ht=ztΘht−1+1−ztΘht.When generating a high-pressure tunnel, suppose the probability of generating a high-pressure tunnel at this location is(7)σt=1/n∑i=1nFIit−FIit2FIit,uj|i=wijAi,xH=p2−p1+12.The application of the surface processing replenishment item file is helpful to substitute the surface water recharged to the aquifer in the SWAT model into the model in the same surface distribution mode when coupling. The main source and sink item files in the model mainly include three parts: precipitation infiltration replenishment (RCH), area replenishment file (RAW), and well file (WELL). Assign a probability valueP to this point, P is a random number between 0 and 1, P is compared with the generation probability Prob, there are(8)lnFIitFIit−1=α+βlnFIit−1+vi+ℑt,ψ=∑x=1θVx=∑x=1ϑWx∑1nWℑSx.Use the groundwater recharge calculated in the SWAT model to replace the rainfall infiltration recharge in the MODFLOW model, select the optimized RCH subroutine package as the area recharge item to substitute into the model, and apply the mountain aquifer recharge calculated in the SWAT model. The quantity replaces the lateral replenishment quantity in front of the mountain in the MODFLOW model and is substituted into the model in the form of a well (WELL), thereby establishing the SWAT-MODFLOW semiloose coupling model.β decides whether to generate a high water pressure tunnel at this location. According to the semiloose coupling model, it can be judged whether the position here can meet the conditions of use, and it can be used reasonably. If β = 1, the high water pressure tunnel will be generated. If β = 0, the location will be abandoned. Repeat this process until the termination condition is reached:(9)r=α1−β,θ=−1Tln1+β,θp,q=arctanLp,q+1−Lp,q−1Lp+1,q−Lp−1,q.The occurrence of high-pressure tunnels includes two variables: inclination and tendency. Because the layered rock mass with inclined occurrence has very different mechanical properties in the tangential and normal directions of the inclined plane. The direction of high-pressure tunnels distributed in nature often has a certain dominant value, and the direction of a single high-pressure tunnel is randomly distributed around this dominant direction. The Fisher distribution not only reflects the dominant direction of the occurrence of high-pressure tunnels but also shows the randomness of the occurrence of a single high-pressure tunnel. When describing the occurrence of high-pressure tunnels, high-pressure tunnels are often used, and the Fisher probability function is expressed as follows:(10)lnFIitFIit−1=α+βlnFIit−1+ϕXit−1+vi+τt,kt1i=∑jcoswi1,wj2,whereX represents the external influencing factor variable matrix as the corresponding coefficient matrix. If it is significantly less than 0, the numerical simulation of metal high water pressure tunnel mining tends to converge, that is, there is conditional convergence. The main problem in the establishment of the coupling model is that each HRU represents a specific combination of land use, soil type, and slope in the watershed. It is the basis for model simulation and calculation. It has vector information, but its data cannot be directly transmitted to the grid. Therefore, an HRU-CELL interactive interface (Figure 1) needs to be established through ARCGIS so that each hydrological response unit corresponds to one or more grids, and the value of each HRU is transferred to the corresponding CELL, that is, SWAT-MODFLOW is realized semi-loosely coupled.Figure 1
The tunnels of the GIL integrated pipe gallery project affect large-section.


## 2.1. Machine Learning Principles

Machine learning is a multifield interdisciplinary subject. It specializes in how computers simulate or realize human learning behaviors to acquire new knowledge or skills and reorganize existing knowledge structures to continuously improve their performance. It is the core of artificial intelligence and the fundamental way to make computers intelligent, and its applications are in all fields of artificial intelligence. Machine learning is an important field in the rise of high-performance computer systems in the era of big data [13, 14]. It integrates artificial intelligence and big data application technology, and its application has spread to all branches of artificial intelligence. Machine learning builds mathematical models of sample data, called “training data,” to make predictions or decisions without being explicitly programmed to perform a task [15, 16]. Machine learning is divided into different types according to whether the sample data needs manual labeling. At present, the machine learning that we widely use is deep learning [17].Machine learning is a science that studies how to use computers to simulate or realize human learning activities [18, 19]. It is one of the most intelligent and cutting-edge research fields in artificial intelligence [3]. It is not only used in knowledge-based systems but also widely used in many fields such as natural language understanding, such as search engines, business marketing, autonomous driving, and weather forecasting. Combining it with the groundwater environment balance design is an important technology to solve the high water pressure tunnel design [20, 21].Regarding the local topology calculation and identification APP, the overall idea is confirmation of the “box-user table” relationship, data acquisition and accumulation, big data edge computing analysis, and topology result display [22]. There are two main methods, namely clustering of meter boxes and adjusting wireless transmit power. A way to realize meter box clustering: install a broadband dual-mode communication module in the household meter, rely on the broadband dual-mode communication module to realize automatic clustering of the meter box, and determine the corresponding relationship of the “household meter-meter box.” The principle is that the dual-mode communication module can detect the distance between the modules. By adjusting the transmission power of the micropower wireless, the communication distance can only cover the other electric energy meters in the meter box to achieve cluster analysis and identify the meter and the meter box. By installing a branch data monitoring device in front of the meter box and connecting the electric energy meter through RS-485, the meter address is automatically obtained, and then the ownership relationship of “household meter-meter box” is determined. After determining the “meter box-household meter” correspondence relationship by the above two methods, the water pressure balance detection terminal continuously reads and obtains the power sample information of a large number of branches and meter boxes and accumulates the amount of data. The water pressure balance detection terminal uses each meter box. The generated electric energy indication value, power, current data, and the low-voltage branch electric energy indication value, power, or current data collected by the branch data monitoring device are compared with big data, and Monte Carlo random simulation, particle swarm (PSO), genetic algorithm, ant group algorithm, crowd search (SOA), and other big data intelligent algorithms perform overall data analysis and calculation and get the final “branch-meter box-household meter” topological relationship. After the topological relationship is obtained, the internal structure can be simplified, the corresponding relationship can be clear, and errors can be reduced and corrected. At the same time, the broadband dual-mode communication module has a zero-crossing monitoring function, which can distinguish the power supply phase of oneself. As the subordinate division of the topological meter box level of the station area, all single-phase meters in the meter box can be distinguished according to the power supply phase.APP line loss is the process of power transmission from power plants to customers. In terms of low-voltage line loss level, it can be divided into the following two categories: station line loss and branch line loss. The station line loss is the sum of the station line loss, the accumulated electricity of the station gateway meter, and the household electricity meters of all stations. The branch line loss corresponds to the sum of the total electrical energy of the branch and the electrical energy of the household meters belonging to the branch. The precondition for calculating the branch line loss is to determine the branch line relationship attached to the household meter, that is, the communication topology is clear. The voltage balance detection terminal communicates with the branch data monitoring devices at all levels to obtain relevant information such as voltage, current, power, and electric energy indication values at all levels and reads the relevant information of the household meter through the route. Divided according to the configured line file power supply and electrical equipment, calculate the line loss of each branch line in the entire station area and realize lean management of line loss. At the same time, based on the low-voltage full electrical data collection and branch line loss analysis functions, the water pressure balance detection terminal can comprehensively judge the abnormal power consumption of each branch line, provide an effective basis for the low-voltage line to prevent electricity theft, and find out the suspected electricity theft line.Water pressure balance detection is an important technology in the design of high water pressure tunnels. It is used to detect surrounding circuits to ensure water pressure and the electrical safety of the equipment. The water pressure balance detection terminal selects wired (RS-485/M-BUS/carrier) or wireless (LoRa) communication according to the actual installation conditions of the site by cooperating with smoke detectors, water level monitoring devices, temperature and humidity sensors, and door magnetic switches. The water pressure balance detection terminal collects the above information and makes local judgments to realize the functions of smoke detection and alarm in the distribution room, cable trench water level monitoring and alarm, temperature and humidity over-limit alarm, and door opening and closing status monitoring. Water pressure balance detection the terminal monitors the electrical output information of the low-voltage bus, branch outlets, meter box inlets, and other locations through its own intersections and branch data monitoring devices and cooperates with dual-mode communication modules with supercapacitors and high-sourcing units to realize household meters, meter box, branch, station area, and 10 kV phase loss; a total of 5 levels of power outage events are actively reported. The water pressure balance detection terminal is connected to the power load sensing node device, and the respective power consumption is classified and statistics. The user can monitor the running status of the power device, real-time current, power, accumulated power consumption, and other related data through the mobile phone APP. For the power supply management party, it can effectively improve the level of power safety management, identification of breached power usage, power usage behavior monitoring, and energy efficiency management. Through the influence of factors such as lines, electricity, hydraulic power, tunnel size, and water pressure, the paper mainly establishes a coupling model for calculation.


## 2.2. SWAT-MODFLOW Coupling Model

The model uses the method of externally building the model, processes each source and sink item into the corresponding format and applies MODFLOW-2005 to run the model.(1)I=n∑i=1n∑j=1nwijxi−x¯xj−x¯∑i=1n∑j=1nwijxi−x¯2=n∑i=1n∑i≠jnwijxi−x¯xj−x¯S2∑i=1n∑j=1nwij,G=∑j=1k∑h=1k∑t=1nj∑r=1nhyij−yhr2n2u.The modularity of the model is conducive to the increase and decrease of data and the processing of data during the later coupling. This paper selects the optimized RCH subroutine package and the newly developed RAW (recharge and well) subroutine package to process the source and sink item data. The program packages are all surface processing data principles:(2)uh≤uj≤…≤uk,G=Gw+Gnb+Gt,Pdi,wj=PdiPwj|di;Pwj|di=∑k=1KPwj|zkPzk|di.In a cube area with side lengthL, the number of tunnel dimensions within the standard range can be expressed as follows:(3)Gjh=∑Z=1hj∑r=1nhyji−yhrnjnhuj+uh,lssim=1−2μxμy+C12σxy+C2μx2+μy2+C1σx2+σy2+C2,Gt=∑j=2k∑h=1j−1Gjhpjsh+phsjDjh1−Djh.The cumulative probability density can be expressed as follows:(4)℘κ=2kk+1+12+12kc2−c132+2c2−c13.Therefore, the length of a single high water pressure tunnel can be expressed as follows:(5)djh=∫0∞dFjy∫0yy−xdFhx,lngdpit=a0+a1du∗dt+∑i=1NbjXu+εu.


## 2.3. Numerical Simulation Method of High Water Pressure Tunnel Shape

The position of the high-pressure tunnel is represented by the coordinates of the center point of the disc-shaped high-pressure tunnel. The positions of the high-pressure tunnels in the DFN model are independent of each other and obey a uniform distribution, which can be expressed as follows:(6)fx=1Nh∑i=1NkXi−xh,kx=12πexp−x22,ht=tanhwcxt+ucrtΘht−1+bc,ht=ztΘht−1+1−ztΘht.When generating a high-pressure tunnel, suppose the probability of generating a high-pressure tunnel at this location is(7)σt=1/n∑i=1nFIit−FIit2FIit,uj|i=wijAi,xH=p2−p1+12.The application of the surface processing replenishment item file is helpful to substitute the surface water recharged to the aquifer in the SWAT model into the model in the same surface distribution mode when coupling. The main source and sink item files in the model mainly include three parts: precipitation infiltration replenishment (RCH), area replenishment file (RAW), and well file (WELL). Assign a probability valueP to this point, P is a random number between 0 and 1, P is compared with the generation probability Prob, there are(8)lnFIitFIit−1=α+βlnFIit−1+vi+ℑt,ψ=∑x=1θVx=∑x=1ϑWx∑1nWℑSx.Use the groundwater recharge calculated in the SWAT model to replace the rainfall infiltration recharge in the MODFLOW model, select the optimized RCH subroutine package as the area recharge item to substitute into the model, and apply the mountain aquifer recharge calculated in the SWAT model. The quantity replaces the lateral replenishment quantity in front of the mountain in the MODFLOW model and is substituted into the model in the form of a well (WELL), thereby establishing the SWAT-MODFLOW semiloose coupling model.β decides whether to generate a high water pressure tunnel at this location. According to the semiloose coupling model, it can be judged whether the position here can meet the conditions of use, and it can be used reasonably. If β = 1, the high water pressure tunnel will be generated. If β = 0, the location will be abandoned. Repeat this process until the termination condition is reached:(9)r=α1−β,θ=−1Tln1+β,θp,q=arctanLp,q+1−Lp,q−1Lp+1,q−Lp−1,q.The occurrence of high-pressure tunnels includes two variables: inclination and tendency. Because the layered rock mass with inclined occurrence has very different mechanical properties in the tangential and normal directions of the inclined plane. The direction of high-pressure tunnels distributed in nature often has a certain dominant value, and the direction of a single high-pressure tunnel is randomly distributed around this dominant direction. The Fisher distribution not only reflects the dominant direction of the occurrence of high-pressure tunnels but also shows the randomness of the occurrence of a single high-pressure tunnel. When describing the occurrence of high-pressure tunnels, high-pressure tunnels are often used, and the Fisher probability function is expressed as follows:(10)lnFIitFIit−1=α+βlnFIit−1+ϕXit−1+vi+τt,kt1i=∑jcoswi1,wj2,whereX represents the external influencing factor variable matrix as the corresponding coefficient matrix. If it is significantly less than 0, the numerical simulation of metal high water pressure tunnel mining tends to converge, that is, there is conditional convergence. The main problem in the establishment of the coupling model is that each HRU represents a specific combination of land use, soil type, and slope in the watershed. It is the basis for model simulation and calculation. It has vector information, but its data cannot be directly transmitted to the grid. Therefore, an HRU-CELL interactive interface (Figure 1) needs to be established through ARCGIS so that each hydrological response unit corresponds to one or more grids, and the value of each HRU is transferred to the corresponding CELL, that is, SWAT-MODFLOW is realized semi-loosely coupled.Figure 1
The tunnels of the GIL integrated pipe gallery project affect large-section.


## 3. High Water Pressure Tunnel

### 3.1. Tunnel Design

The tunnels are spaced at 0.5 m intervals, and concrete walls are built around them to prevent lateral surface runoff and soil flow between the tunnels. The concrete walls are 0.2 m above the ground and 0.3 m deep underground. Eleven 4.2 m long neutron moisture measuring tubes are evenly arranged from the slope down, with the neutron tubes spaced 5 m apart. The neutron moisture meter is used to regularly measure the soil volumetric water content of different soil layers in the 0–4 m section. Among them, the measurement interval is 10 cm within 1 m, and 20 cm below 1 m. A total of 92 data were measured. For each type of vegetation, the average value of the soil moisture data of 11 neutron tubes was taken as the soil moisture data of the tunnel, which was used for the calibration and verification of the Hydrus-1D model.


### 3.2. Tunnel Pressure Test in Water Environment

In order to achieve failure loading under high water pressure conditions, a multifunctional shield tunnel structure test system is used to control the loading of water pressure and soil pressure separately. The water pressure is equivalently introduced through the hoop steel strands, and the soil pressure is passed through the opposite tension beams. If the tunnel spacing is too long, the soil moisture data of the neutron tube will be inaccurate, and the moisture distribution will be uneven. For the prototype segment structure of the high water pressure tunnel, the single-ring segment (through-joint assembly) and the combined-ring segment (staggered seam high-pressure tunnel assembly) structural failure loading tests were carried out respectively. It is a single-ring segment, and the capping block is located near the main pair of tension beams. The loading objects of the combined-ring segment test are the upper and lower half rings and the middle target ring. The capping block of the middle target ring is located near the main opposite beam, and the upper and lower half rings are arranged in a 180° staggered arrangement with the middle target ring.During the test, first ensure that the water pressure (60 m) remains unchanged, under the condition of keeping the water pressure unchanged, the experimental data variables can be reduced to ensure the accuracy of the experimental results and increase the soil pressure in increments of 10 m. After each level of loading is completed, the load is stabilized for 10 minutes, and then the data is recorded. The loading strategy for segment failure under the conditions of high water pressure tunnels with through and staggered joints of the GIL comprehensive project is as follows: keep the water pressure (hoop force) unchanged, increase the tension of the primary and secondary pairs, and maintain the tension between the secondary and primary pairs. The ratio is 0.55 until the segment structure is broken. The failure test measurement items include the internal force and deformation of the segment during the entire loading process and the development of cracks in the failure stage of the segment structure. The specific measurement scheme is as follows: the internal force of the tube segment is measured by placing concrete strain gauges on the inside and outside of the tube segment to measure the strain at different points of the structure, and the internal force of the section is obtained through strain calculation. Concrete strain gauges are embedded in the areas where the cracks are concentrated. After the failure of the concrete strain gauges due to the occurrence and development of cracks, the concrete strain gauges can measure concrete strain more accurately.After each level of load is loaded, real-time crack monitoring is carried out in the crack concentrated area, and the width and length of the crack are observed through a crack observer and other devices. Observe the length and width of the crack to judge the influence of water pressure on it, and judge whether the experiment can be repeated. For other areas, the crack is recorded mainly by the observation method and the method of drawing grid lines on the pipe segment. In order to ascertain the influence of high water pressure on the occurrence and development of large-section tube segment structural failure, three failure tests were carried out on the GIL UHV power tunnel, and the subsequent two failure tests were conducted under the conditions of 60 m water head and high water pressure.


## 3.1. Tunnel Design

The tunnels are spaced at 0.5 m intervals, and concrete walls are built around them to prevent lateral surface runoff and soil flow between the tunnels. The concrete walls are 0.2 m above the ground and 0.3 m deep underground. Eleven 4.2 m long neutron moisture measuring tubes are evenly arranged from the slope down, with the neutron tubes spaced 5 m apart. The neutron moisture meter is used to regularly measure the soil volumetric water content of different soil layers in the 0–4 m section. Among them, the measurement interval is 10 cm within 1 m, and 20 cm below 1 m. A total of 92 data were measured. For each type of vegetation, the average value of the soil moisture data of 11 neutron tubes was taken as the soil moisture data of the tunnel, which was used for the calibration and verification of the Hydrus-1D model.


## 3.2. Tunnel Pressure Test in Water Environment

In order to achieve failure loading under high water pressure conditions, a multifunctional shield tunnel structure test system is used to control the loading of water pressure and soil pressure separately. The water pressure is equivalently introduced through the hoop steel strands, and the soil pressure is passed through the opposite tension beams. If the tunnel spacing is too long, the soil moisture data of the neutron tube will be inaccurate, and the moisture distribution will be uneven. For the prototype segment structure of the high water pressure tunnel, the single-ring segment (through-joint assembly) and the combined-ring segment (staggered seam high-pressure tunnel assembly) structural failure loading tests were carried out respectively. It is a single-ring segment, and the capping block is located near the main pair of tension beams. The loading objects of the combined-ring segment test are the upper and lower half rings and the middle target ring. The capping block of the middle target ring is located near the main opposite beam, and the upper and lower half rings are arranged in a 180° staggered arrangement with the middle target ring.During the test, first ensure that the water pressure (60 m) remains unchanged, under the condition of keeping the water pressure unchanged, the experimental data variables can be reduced to ensure the accuracy of the experimental results and increase the soil pressure in increments of 10 m. After each level of loading is completed, the load is stabilized for 10 minutes, and then the data is recorded. The loading strategy for segment failure under the conditions of high water pressure tunnels with through and staggered joints of the GIL comprehensive project is as follows: keep the water pressure (hoop force) unchanged, increase the tension of the primary and secondary pairs, and maintain the tension between the secondary and primary pairs. The ratio is 0.55 until the segment structure is broken. The failure test measurement items include the internal force and deformation of the segment during the entire loading process and the development of cracks in the failure stage of the segment structure. The specific measurement scheme is as follows: the internal force of the tube segment is measured by placing concrete strain gauges on the inside and outside of the tube segment to measure the strain at different points of the structure, and the internal force of the section is obtained through strain calculation. Concrete strain gauges are embedded in the areas where the cracks are concentrated. After the failure of the concrete strain gauges due to the occurrence and development of cracks, the concrete strain gauges can measure concrete strain more accurately.After each level of load is loaded, real-time crack monitoring is carried out in the crack concentrated area, and the width and length of the crack are observed through a crack observer and other devices. Observe the length and width of the crack to judge the influence of water pressure on it, and judge whether the experiment can be repeated. For other areas, the crack is recorded mainly by the observation method and the method of drawing grid lines on the pipe segment. In order to ascertain the influence of high water pressure on the occurrence and development of large-section tube segment structural failure, three failure tests were carried out on the GIL UHV power tunnel, and the subsequent two failure tests were conducted under the conditions of 60 m water head and high water pressure.


## 4. Cracked High-Voltage Tunnels for Smart Grid Energy Management through Machine Learning

### 4.1. Characteristics of Tunnel Segment Hydraulic Pressure

As shown in Figure1, both high-pressure tunnels and GIL comprehensive engineering tunnels belong to large-section underwater shield tunnels, and both bear water pressure exceeding 0.6 MPa. The difference is that the latter’s segment concrete strength grade and bolt strength grade are higher. It is high, and there are concave-convex and tenon structures between the rings. The above differences may cause the difference between the failure phenomenon and load-bearing characteristics of the through-joint assembly structure under high water pressure and the staggered joint high-pressure tunnel assembly structure. It is necessary to explore in depth through prototype tests. The target water pressure of the test is 60 m, and the soil pressure is continuously increased until the structure is damaged while keeping the water pressure constant. The failure characteristic data of the tunnel single- and combined-ring segment structure is shown in Table 1.Table 1
Failure characteristics of single- and combined-ring segment structures of two tunnels.
ItemH-pressureTunnelGILPipe galleryShieldW-pressureConcrete2.781.492.32.132.112.81Bolt strength2.272.335.122.343.282.69Concave tenon1.675.364.173.014.242.46Assemble3.373.14.511.434.521.84Single ring2.016.094.72.273.666.7Soil pressure2.341.34.971.073.491.21Figure2 shows the failure characteristics of the joint assembly structure of the tunnel with high water pressure in the water environment. In the test, the water pressure remained unchanged at 60 m, and the earth pressure continued to increase in increments of 10 m. When the earth pressure was loaded to 30 m, the deformation of the structure was large but no cracks were seen on the inside and outside of the segment; after the earth pressure was loaded to 40 m, several microcracks appeared on the arc surface of the B3 segment first, and then the cracks developed toward the center of the segment, with a maximum width of 0.08 mm; when the soil pressure was loaded to 50 m, the radial deformation of the structure was significant, and the significant opening of the joints resulted in the area of the compression zone continuously reducing; multiple joints suddenly collapsed and sheared; the shear direction is the same as the direction of the longitudinal joint bolts; the cracks on the inside of B3 penetrate; and obvious microcracks appear on the outside of B1 and B5. After the load is stabilized, the main tension direction structure is radial. The displacement continued to increase and the structure was completely destroyed.Figure 2
Failure characteristics of high-pressure tunnels under high water pressure.Table2 shows the failure characteristics of the joint assembly structure of the GIL comprehensive project under the water environment. According to the analysis of the experimental phenomena, the failure characteristics of the joint assembly structure of the high water pressure tunnel project are: the main pair of beams are prone to deformation; the opening and deformation of the joints are obvious, and the collapse and shear cracks are prone to occur. Severe damage phenomenon; the main cracks when the segment structure is damaged are concentrated on the inner side of the segment near the main pair of tension beams. The water pressure remains unchanged at 60 m, and the ratio of the secondary pair to the main pair remains unchanged at 0.55. When the main tensile load is 820.8 kN, multiple microcracks appear on the inner arc surface of block B3 with a width of about 0.05 mm. When the main tensile load is 1185.8 kN, the inside cracks of block B3 penetrate through, and the width of the cracks reaches 0.10 mm. When the main tensile load is 1120 kN, microcracks appear on the outside of B4 and L2. When the main tensile load is 1523.2 kN, multiple through cracks appear on the inner arc of B3. When the main tensile load is 1783.6 kN, local compression occurs near the longitudinal joints at B5 and L2.Table 2
The failure characteristics of the GIL composite pipe gallery under high water pressure.
ItemConcave tenonAssembleSingle ringMicrocrackLocal crushS-destrucB4Width2.483.321.542.524.013.781.09Pipe gallery5.134.171.081.533.511.652.99Shield3.995.063.86.753.683.81.81Depth4.485.63.222.563.152.426.08Concrete3.925.541.233.232.223.184.93Tensile load6.776.144.084.365.674.715.47As shown in Figure3, the bolt reaches the yield strain, the arc surface crack width in the arch bottom exceeds 1 mm, the tube segment is in a state of instability, and the bearing capacity is lost. According to the analysis of experimental phenomena, the failure characteristics of the joint assembly structure of the GIL comprehensive project are that the displacement of the vault and the vault becomes larger, the inner and outer arc surfaces of the pipe section appear cracks, and the pipe section appears partially compressed. The regional main reinforcement began to yield; the joints were obviously opened; the local joints collapsed; and the bolts of the longitudinal joints yielded; and the structure was unstable and damaged. The failure process is roughly as follows: the deformation of the top and bottom of the segment increases significantly ⟶ visible microcracks appear on the inner arc ⟶ cracks on the inner arc develop, and the longitudinal joints are locally crushed ⟶ through cracks appear on the inner arc, and microcracks appear on the outer arc ⟶ large deformation of the structure, sudden shear failure of local joints ⟶ structural instability and destruction.Figure 3
Failure characteristics of joint assembly structure of GIL integrated pipe gallery project.Figure4 shows the failure characteristics of the assembled structure of the staggered high water pressure tunnel. At the beginning of the test, the water pressure of 60 m was kept constant, and the earth pressure was continuously increased in increments of 10 m. When the earth pressure was loaded to 50 m, there was no obvious damage to the structure; the earth pressure was kept unchanged, and the water pressure was reduced to 50 m. There are visible microcracks on the inner arc surface of block B3, and microcracks in block B3 in the upper and lower half of the ring; because the structural damage is still not obvious, consider the method of reducing the water pressure to continue loading and increase to 40 m water pressure and 40 m soil pressure. The upper and lower ring segments appeared through cracks, the middle target ring segment B3 appeared through cracks, and at the same time, the middle target ring B5 appeared with tiny tensile cracks; when loaded to 40 m water pressure and 70 m earth pressure, the displacement continued to increase. There are six through cracks in the B3 block of the middle target ring, with a maximum crack width of 3.5 mm, and through cracks in the upper and lower half of the B3 block. When the load is constant, the structure displacement increases, and the structure is completely destroyed.Figure 4
Failure characteristics of the staggered joint structure of high water pressure tunnel.Figure5 shows the failure characteristics of the cross-joint high-pressure tunnel assembly structure of the GIL comprehensive project under the water environment. According to the analysis of experimental phenomena, the failure characteristics of the high water pressure tunnel project staggered joint high water pressure tunnel assembly structure are: the generation and penetration of arc surface cracks in the segment near the main pair, the generation and development of microcracks on the outer arc surface, and the structure. In the test, the water pressure was kept at 60 m, and the ratio of the secondary pair of tension to the main pair of tension remained unchanged at 0.55. When the main pair tension is 1,185.6 kN, the top and bottom displacement of the main pair of tubes in the pulling direction is 19.53 mm, and visible cracks appear in the middle target ring and the upper and lower half-rings B3; when the main pair of tension is 2667.6 kN, the main pair of tubes in the pulling direction. The top and bottom displacement is 96.86 mm; the main reinforcement enters the yielding stage; the middle target ring B3 cracks through; the main pair tension is 2,918.4 kN; the top and bottom displacement of the main pair pull direction tube segment increases to 103.63 mm, the middle target ring and the upper and lower half rings. The number of cracks in block B3 remained unchanged, and the width increased to 4.5 mm and 11.5 mm respectively. After that, the displacement of the segment continued to increase, and the segment structure was damaged.Figure 5
The occurrence and development of microcracks on the outer arc surface.As shown in Table3, for the through-joint assembly structure and the staggered joint high-pressure tunnel assembly structure, the high-water failure mode is that local strength failure gradually evolves into stability failure. For the through-joint assembly structure, its failure characteristics are mainly the arc-surface penetration cracks in the tube segments, the longitudinal joint collapse, and the constant load. The top and bottom displacements of the tube segments continue to increase; for the cross-joint high-pressure tunnel assembly structure, the main failure characteristics are because the arc-surface penetration crack in the tube segment and the load remain unchanged, the top and bottom displacement of the tube segment continues to increase.Table 3
Failure characteristics of the staggered joint structure of GIL integrated pipe gallery.
ItemExtremely severe injurySevere injuryDamageMild injuryVery mild injuryArea1.531.40.710.941.67Mining3.581.862.632.991.09Mine paste5.574.523.84.652.72Coal mine5.912.232.495.291.31Mine3.812.223.673.354.88Scale2.875.061.093.133.85As shown in Figure6, under the condition of assembling staggered high-pressure tunnels, the maximum displacements of the high-pressure tunnels and GIL integrated engineering segment structures are 10 mm and 5 mm, respectively. On the one hand, the strength of the bolts has been improved, and the more important aspect is that there is a concave-convex structure between the rings of the latter. When the latter fails, the maximum stress of the bolts between the rings is only 38.6% of the yield stress, which shows that the distributed concave-convex tenon between the segment rings can not only control the misalignment of the segment but also ensure the safety of the longitudinal bolts.Figure 6
High water pressure tunnel and GIL integrated pipe gallery.As shown in Figure7, the loads acting on the segment structure are tension and hoop loads. The load at each point on the segment is easier to obtain. The displacement of a single point can be measured by a differential displacement meter. The load and displacement after substituting the formula, the overall stiffness of the segment structure under a certain level of load can be obtained. Due to the large difference in the initial stiffness of the through-joint assembly structure and the staggered high-pressure tunnel assembly structure, the two cannot be directly compared. Therefore, for the sake of comparison, it fully reflects the through-joint and staggered high-pressure tunnel assembly structure. The overall stiffness evolution data of the joint assembly and the staggered high water pressure tunnel assembly structure are obtained as shown in Table 4.Figure 7
The load acting on the segment structure opposite tension and hoop load.Table 4
The evolution data of the overall stiffness of the staggered assembly structure.
ItemAreaMiningMine pasteCoal mineMineScaleCoal mining4.173.014.242.462.692.13Disturb4.511.434.521.842.391.31Damage4.72.273.666.73.841.49Vege-damage4.971.073.491.213.172.02So-erosion5.723.42.262.662.695.59Res-develop1.976.286.296.881.933.8As shown in Figure8, there is a significant difference in the evolution process of the effective rigidity of the through-seam assembled structure and the staggered high-pressure tunnel assembly structure. Under the soil pressure of 10 m to 30 m (loading base number 1–3), the effective stiffness coefficient of the high water pressure tunnel structure with through and staggered joints changes relatively little. With the increase of soil pressure, the jointed assembly structure suddenly appeared local collapse, the main tension direction displacement was obvious, and the effective stiffness dropped sharply. At this time, the effective stiffness of the staggered high water pressure tunnel structure did not change much. When the earth pressure increases to 50 m (loading base number 5), the βte of the jointed structure drops to about 0.40, and the structure is unstable and damaged. At this time, the βce of the assembled structure of the staggered high-pressure tunnel has not dropped significantly. Until the earth pressure increases to 70 m (loading base number 7), the βce of the staggered high water pressure tunnel structure is significantly reduced, and a large number of through cracks appear on the arc surface of the pipe segment near the main pair, and the structure is unstable and damaged. At this time, the βce of the structure is about 0.18.Figure 8
Change of effective stiffness coefficient of staggered structure.As shown in Table5, the effective stiffness of the staggered high-pressure tunnel structure is greater than that of the through-joint structure. When cracks appear in the structure, the effective stiffness of the through-joint structure is significantly reduced. At this time, the effective rigidity of the staggered high-pressure tunnel and the high-pressure tunnel gradually decreases. After the structure cracks, the stability of the staggered high-pressure tunnel and the high-pressure tunnel structure is obviously better than that of the through-slit structure. Substituting the internal force combination of the segment and the internal force of the joint under the high water pressure tunnel project through-joint assembly and staggered high-pressure tunnel assembly into the segment ultimate bearing capacity curve and joint ultimate bearing capacity curve respectively.Table 5
The effective stiffness of staggered joint structure.
ItemConcave tenonAssembleSingle ringMicrocrackLocal crushS-destrucB4DEM2.012.593.522.882.023.041.83Soil2.684.245.45.634.775.172.21Land use2.692.132.544.644.842.835.05Meteor2.391.313.582.742.544.712.33Runoff3.841.492.795.772.262.482.49Reservoir3.172.026.743.541.35.166.96


### 4.2. Load Analysis of High Water Pressure Tunnel

As shown in Figure9, the strength failure of the entire ring structure is divided into segment damage and joint damage. It is generally considered that the weak part of the segment ring when the segment is connected has relatively smaller strength and is more prone to damage. However, due to the relative stiffness of the joint being smaller, the internal force of the joint is generally relatively small. Therefore, the failure of the segment and the joint in the entire ring structure needs to be analyzed in detail based on the establishment of a certain failure standard and the force of the segment and the joint. For reinforced concrete members that bear compressive and bending loads, the flexural capacity curve is an important method to measure whether the force reaches its ultimate strength. For reinforced concrete segments, the flexural bearing capacity curve can be obtained according to the classic concrete structure bending theory, and the calculation method of the flexural bearing capacity of the joint is relatively complicated, and it needs to be calculated in combination with the joint construction parameters and the bolt parameters. The calculation method of joint flexural bearing capacity is discussed, and the theoretical calculation result is close to the flexural bearing capacity of segment joints under test conditions.Figure 9
Reinforced concrete member under bending load.As shown in Figure10, based on the size and reinforcement of the high water pressure segment and the relevant structural parameters of the joint, combined with the calculation method of the tunnel water pressure, the ultimate bearing capacity curve of the segment and the ultimate bearing capacity curve of the joint are obtained. At the same time, using two kinds of curves can fully characterize the local flexural bearing capacity of the tube segment structure. The flexural bearing capacity of the tube segment under the same eccentricity is significantly greater than the flexural capacity of the joint.Figure 10
Ultimate bearing capacity curve of the segment and joint ultimate bearing capacity curve.As shown in Table6, the internal force combination of the segments under the joint assembly does not exceed the ultimate bearing capacity of its section, indicating that the segment still has a certain bearing capacity, but the internal force combination of some joints has exceeded its ultimate bearing capacity curve, indicating that the joint is under compression. The zone joint concrete has yielded, so there may be cracks or even crushing. It can be seen that the structural damage under the joint assembly is mainly caused by the loss of the bearing capacity of the joint. After the joint loses the bearing capacity, the overall rigidity and bearing capacity of the structure will undergo sudden instability, and the structure cannot meet the bearing requirements. When the structure under the high-pressure tunnel assembly is damaged, the internal force combination of the segment is close to its ultimate bearing capacity curve, indicating that the larger internal force section on the segment has basically lost its bearing function, and the bearing capacity of the segment structure is reduced. Make full use; the internal force combination of some joints has exceeded its ultimate bearing capacity, indicating that most joints have yielded or are close to yielding. It can be seen that when the structure of the high-pressure tunnel with staggered joints is destroyed when the high-pressure tunnel is assembled, some of the segments and joints have basically lost the bearing capacity, resulting in the overall loss of the bearing capacity of the structure. The pinching effect between the sheet rings enables the structure to give full play to the bearing capacity of the tube sheet and the joint when it is loaded, and the two parts of the structure are close to yielding at the same time so that the load-bearing performance of the structure is better than that of the through-seam assembly structure.Table 6
The internal force combination of the joint has exceeded its ultimate bearing capacity curve.
ItemConcreteBolt strengthConcave tenonAssembleSingle ringSoil pressureH-pressure2.32.132.112.812.012.59Tunnel5.122.343.282.692.684.24GIL4.173.014.242.462.692.13Pipe gallery4.511.434.521.842.391.31Shield4.72.273.666.73.841.49W-pressure4.971.073.491.213.172.02


## 4.1. Characteristics of Tunnel Segment Hydraulic Pressure

As shown in Figure1, both high-pressure tunnels and GIL comprehensive engineering tunnels belong to large-section underwater shield tunnels, and both bear water pressure exceeding 0.6 MPa. The difference is that the latter’s segment concrete strength grade and bolt strength grade are higher. It is high, and there are concave-convex and tenon structures between the rings. The above differences may cause the difference between the failure phenomenon and load-bearing characteristics of the through-joint assembly structure under high water pressure and the staggered joint high-pressure tunnel assembly structure. It is necessary to explore in depth through prototype tests. The target water pressure of the test is 60 m, and the soil pressure is continuously increased until the structure is damaged while keeping the water pressure constant. The failure characteristic data of the tunnel single- and combined-ring segment structure is shown in Table 1.Table 1
Failure characteristics of single- and combined-ring segment structures of two tunnels.
ItemH-pressureTunnelGILPipe galleryShieldW-pressureConcrete2.781.492.32.132.112.81Bolt strength2.272.335.122.343.282.69Concave tenon1.675.364.173.014.242.46Assemble3.373.14.511.434.521.84Single ring2.016.094.72.273.666.7Soil pressure2.341.34.971.073.491.21Figure2 shows the failure characteristics of the joint assembly structure of the tunnel with high water pressure in the water environment. In the test, the water pressure remained unchanged at 60 m, and the earth pressure continued to increase in increments of 10 m. When the earth pressure was loaded to 30 m, the deformation of the structure was large but no cracks were seen on the inside and outside of the segment; after the earth pressure was loaded to 40 m, several microcracks appeared on the arc surface of the B3 segment first, and then the cracks developed toward the center of the segment, with a maximum width of 0.08 mm; when the soil pressure was loaded to 50 m, the radial deformation of the structure was significant, and the significant opening of the joints resulted in the area of the compression zone continuously reducing; multiple joints suddenly collapsed and sheared; the shear direction is the same as the direction of the longitudinal joint bolts; the cracks on the inside of B3 penetrate; and obvious microcracks appear on the outside of B1 and B5. After the load is stabilized, the main tension direction structure is radial. The displacement continued to increase and the structure was completely destroyed.Figure 2
Failure characteristics of high-pressure tunnels under high water pressure.Table2 shows the failure characteristics of the joint assembly structure of the GIL comprehensive project under the water environment. According to the analysis of the experimental phenomena, the failure characteristics of the joint assembly structure of the high water pressure tunnel project are: the main pair of beams are prone to deformation; the opening and deformation of the joints are obvious, and the collapse and shear cracks are prone to occur. Severe damage phenomenon; the main cracks when the segment structure is damaged are concentrated on the inner side of the segment near the main pair of tension beams. The water pressure remains unchanged at 60 m, and the ratio of the secondary pair to the main pair remains unchanged at 0.55. When the main tensile load is 820.8 kN, multiple microcracks appear on the inner arc surface of block B3 with a width of about 0.05 mm. When the main tensile load is 1185.8 kN, the inside cracks of block B3 penetrate through, and the width of the cracks reaches 0.10 mm. When the main tensile load is 1120 kN, microcracks appear on the outside of B4 and L2. When the main tensile load is 1523.2 kN, multiple through cracks appear on the inner arc of B3. When the main tensile load is 1783.6 kN, local compression occurs near the longitudinal joints at B5 and L2.Table 2
The failure characteristics of the GIL composite pipe gallery under high water pressure.
ItemConcave tenonAssembleSingle ringMicrocrackLocal crushS-destrucB4Width2.483.321.542.524.013.781.09Pipe gallery5.134.171.081.533.511.652.99Shield3.995.063.86.753.683.81.81Depth4.485.63.222.563.152.426.08Concrete3.925.541.233.232.223.184.93Tensile load6.776.144.084.365.674.715.47As shown in Figure3, the bolt reaches the yield strain, the arc surface crack width in the arch bottom exceeds 1 mm, the tube segment is in a state of instability, and the bearing capacity is lost. According to the analysis of experimental phenomena, the failure characteristics of the joint assembly structure of the GIL comprehensive project are that the displacement of the vault and the vault becomes larger, the inner and outer arc surfaces of the pipe section appear cracks, and the pipe section appears partially compressed. The regional main reinforcement began to yield; the joints were obviously opened; the local joints collapsed; and the bolts of the longitudinal joints yielded; and the structure was unstable and damaged. The failure process is roughly as follows: the deformation of the top and bottom of the segment increases significantly ⟶ visible microcracks appear on the inner arc ⟶ cracks on the inner arc develop, and the longitudinal joints are locally crushed ⟶ through cracks appear on the inner arc, and microcracks appear on the outer arc ⟶ large deformation of the structure, sudden shear failure of local joints ⟶ structural instability and destruction.Figure 3
Failure characteristics of joint assembly structure of GIL integrated pipe gallery project.Figure4 shows the failure characteristics of the assembled structure of the staggered high water pressure tunnel. At the beginning of the test, the water pressure of 60 m was kept constant, and the earth pressure was continuously increased in increments of 10 m. When the earth pressure was loaded to 50 m, there was no obvious damage to the structure; the earth pressure was kept unchanged, and the water pressure was reduced to 50 m. There are visible microcracks on the inner arc surface of block B3, and microcracks in block B3 in the upper and lower half of the ring; because the structural damage is still not obvious, consider the method of reducing the water pressure to continue loading and increase to 40 m water pressure and 40 m soil pressure. The upper and lower ring segments appeared through cracks, the middle target ring segment B3 appeared through cracks, and at the same time, the middle target ring B5 appeared with tiny tensile cracks; when loaded to 40 m water pressure and 70 m earth pressure, the displacement continued to increase. There are six through cracks in the B3 block of the middle target ring, with a maximum crack width of 3.5 mm, and through cracks in the upper and lower half of the B3 block. When the load is constant, the structure displacement increases, and the structure is completely destroyed.Figure 4
Failure characteristics of the staggered joint structure of high water pressure tunnel.Figure5 shows the failure characteristics of the cross-joint high-pressure tunnel assembly structure of the GIL comprehensive project under the water environment. According to the analysis of experimental phenomena, the failure characteristics of the high water pressure tunnel project staggered joint high water pressure tunnel assembly structure are: the generation and penetration of arc surface cracks in the segment near the main pair, the generation and development of microcracks on the outer arc surface, and the structure. In the test, the water pressure was kept at 60 m, and the ratio of the secondary pair of tension to the main pair of tension remained unchanged at 0.55. When the main pair tension is 1,185.6 kN, the top and bottom displacement of the main pair of tubes in the pulling direction is 19.53 mm, and visible cracks appear in the middle target ring and the upper and lower half-rings B3; when the main pair of tension is 2667.6 kN, the main pair of tubes in the pulling direction. The top and bottom displacement is 96.86 mm; the main reinforcement enters the yielding stage; the middle target ring B3 cracks through; the main pair tension is 2,918.4 kN; the top and bottom displacement of the main pair pull direction tube segment increases to 103.63 mm, the middle target ring and the upper and lower half rings. The number of cracks in block B3 remained unchanged, and the width increased to 4.5 mm and 11.5 mm respectively. After that, the displacement of the segment continued to increase, and the segment structure was damaged.Figure 5
The occurrence and development of microcracks on the outer arc surface.As shown in Table3, for the through-joint assembly structure and the staggered joint high-pressure tunnel assembly structure, the high-water failure mode is that local strength failure gradually evolves into stability failure. For the through-joint assembly structure, its failure characteristics are mainly the arc-surface penetration cracks in the tube segments, the longitudinal joint collapse, and the constant load. The top and bottom displacements of the tube segments continue to increase; for the cross-joint high-pressure tunnel assembly structure, the main failure characteristics are because the arc-surface penetration crack in the tube segment and the load remain unchanged, the top and bottom displacement of the tube segment continues to increase.Table 3
Failure characteristics of the staggered joint structure of GIL integrated pipe gallery.
ItemExtremely severe injurySevere injuryDamageMild injuryVery mild injuryArea1.531.40.710.941.67Mining3.581.862.632.991.09Mine paste5.574.523.84.652.72Coal mine5.912.232.495.291.31Mine3.812.223.673.354.88Scale2.875.061.093.133.85As shown in Figure6, under the condition of assembling staggered high-pressure tunnels, the maximum displacements of the high-pressure tunnels and GIL integrated engineering segment structures are 10 mm and 5 mm, respectively. On the one hand, the strength of the bolts has been improved, and the more important aspect is that there is a concave-convex structure between the rings of the latter. When the latter fails, the maximum stress of the bolts between the rings is only 38.6% of the yield stress, which shows that the distributed concave-convex tenon between the segment rings can not only control the misalignment of the segment but also ensure the safety of the longitudinal bolts.Figure 6
High water pressure tunnel and GIL integrated pipe gallery.As shown in Figure7, the loads acting on the segment structure are tension and hoop loads. The load at each point on the segment is easier to obtain. The displacement of a single point can be measured by a differential displacement meter. The load and displacement after substituting the formula, the overall stiffness of the segment structure under a certain level of load can be obtained. Due to the large difference in the initial stiffness of the through-joint assembly structure and the staggered high-pressure tunnel assembly structure, the two cannot be directly compared. Therefore, for the sake of comparison, it fully reflects the through-joint and staggered high-pressure tunnel assembly structure. The overall stiffness evolution data of the joint assembly and the staggered high water pressure tunnel assembly structure are obtained as shown in Table 4.Figure 7
The load acting on the segment structure opposite tension and hoop load.Table 4
The evolution data of the overall stiffness of the staggered assembly structure.
ItemAreaMiningMine pasteCoal mineMineScaleCoal mining4.173.014.242.462.692.13Disturb4.511.434.521.842.391.31Damage4.72.273.666.73.841.49Vege-damage4.971.073.491.213.172.02So-erosion5.723.42.262.662.695.59Res-develop1.976.286.296.881.933.8As shown in Figure8, there is a significant difference in the evolution process of the effective rigidity of the through-seam assembled structure and the staggered high-pressure tunnel assembly structure. Under the soil pressure of 10 m to 30 m (loading base number 1–3), the effective stiffness coefficient of the high water pressure tunnel structure with through and staggered joints changes relatively little. With the increase of soil pressure, the jointed assembly structure suddenly appeared local collapse, the main tension direction displacement was obvious, and the effective stiffness dropped sharply. At this time, the effective stiffness of the staggered high water pressure tunnel structure did not change much. When the earth pressure increases to 50 m (loading base number 5), the βte of the jointed structure drops to about 0.40, and the structure is unstable and damaged. At this time, the βce of the assembled structure of the staggered high-pressure tunnel has not dropped significantly. Until the earth pressure increases to 70 m (loading base number 7), the βce of the staggered high water pressure tunnel structure is significantly reduced, and a large number of through cracks appear on the arc surface of the pipe segment near the main pair, and the structure is unstable and damaged. At this time, the βce of the structure is about 0.18.Figure 8
Change of effective stiffness coefficient of staggered structure.As shown in Table5, the effective stiffness of the staggered high-pressure tunnel structure is greater than that of the through-joint structure. When cracks appear in the structure, the effective stiffness of the through-joint structure is significantly reduced. At this time, the effective rigidity of the staggered high-pressure tunnel and the high-pressure tunnel gradually decreases. After the structure cracks, the stability of the staggered high-pressure tunnel and the high-pressure tunnel structure is obviously better than that of the through-slit structure. Substituting the internal force combination of the segment and the internal force of the joint under the high water pressure tunnel project through-joint assembly and staggered high-pressure tunnel assembly into the segment ultimate bearing capacity curve and joint ultimate bearing capacity curve respectively.Table 5
The effective stiffness of staggered joint structure.
ItemConcave tenonAssembleSingle ringMicrocrackLocal crushS-destrucB4DEM2.012.593.522.882.023.041.83Soil2.684.245.45.634.775.172.21Land use2.692.132.544.644.842.835.05Meteor2.391.313.582.742.544.712.33Runoff3.841.492.795.772.262.482.49Reservoir3.172.026.743.541.35.166.96


## 4.2. Load Analysis of High Water Pressure Tunnel

As shown in Figure9, the strength failure of the entire ring structure is divided into segment damage and joint damage. It is generally considered that the weak part of the segment ring when the segment is connected has relatively smaller strength and is more prone to damage. However, due to the relative stiffness of the joint being smaller, the internal force of the joint is generally relatively small. Therefore, the failure of the segment and the joint in the entire ring structure needs to be analyzed in detail based on the establishment of a certain failure standard and the force of the segment and the joint. For reinforced concrete members that bear compressive and bending loads, the flexural capacity curve is an important method to measure whether the force reaches its ultimate strength. For reinforced concrete segments, the flexural bearing capacity curve can be obtained according to the classic concrete structure bending theory, and the calculation method of the flexural bearing capacity of the joint is relatively complicated, and it needs to be calculated in combination with the joint construction parameters and the bolt parameters. The calculation method of joint flexural bearing capacity is discussed, and the theoretical calculation result is close to the flexural bearing capacity of segment joints under test conditions.Figure 9
Reinforced concrete member under bending load.As shown in Figure10, based on the size and reinforcement of the high water pressure segment and the relevant structural parameters of the joint, combined with the calculation method of the tunnel water pressure, the ultimate bearing capacity curve of the segment and the ultimate bearing capacity curve of the joint are obtained. At the same time, using two kinds of curves can fully characterize the local flexural bearing capacity of the tube segment structure. The flexural bearing capacity of the tube segment under the same eccentricity is significantly greater than the flexural capacity of the joint.Figure 10
Ultimate bearing capacity curve of the segment and joint ultimate bearing capacity curve.As shown in Table6, the internal force combination of the segments under the joint assembly does not exceed the ultimate bearing capacity of its section, indicating that the segment still has a certain bearing capacity, but the internal force combination of some joints has exceeded its ultimate bearing capacity curve, indicating that the joint is under compression. The zone joint concrete has yielded, so there may be cracks or even crushing. It can be seen that the structural damage under the joint assembly is mainly caused by the loss of the bearing capacity of the joint. After the joint loses the bearing capacity, the overall rigidity and bearing capacity of the structure will undergo sudden instability, and the structure cannot meet the bearing requirements. When the structure under the high-pressure tunnel assembly is damaged, the internal force combination of the segment is close to its ultimate bearing capacity curve, indicating that the larger internal force section on the segment has basically lost its bearing function, and the bearing capacity of the segment structure is reduced. Make full use; the internal force combination of some joints has exceeded its ultimate bearing capacity, indicating that most joints have yielded or are close to yielding. It can be seen that when the structure of the high-pressure tunnel with staggered joints is destroyed when the high-pressure tunnel is assembled, some of the segments and joints have basically lost the bearing capacity, resulting in the overall loss of the bearing capacity of the structure. The pinching effect between the sheet rings enables the structure to give full play to the bearing capacity of the tube sheet and the joint when it is loaded, and the two parts of the structure are close to yielding at the same time so that the load-bearing performance of the structure is better than that of the through-seam assembly structure.Table 6
The internal force combination of the joint has exceeded its ultimate bearing capacity curve.
ItemConcreteBolt strengthConcave tenonAssembleSingle ringSoil pressureH-pressure2.32.132.112.812.012.59Tunnel5.122.343.282.692.684.24GIL4.173.014.242.462.692.13Pipe gallery4.511.434.521.842.391.31Shield4.72.273.666.73.841.49W-pressure4.971.073.491.213.172.02


## 5. Conclusions

Under the action of high water pressure, increasing the strength of local structures such as segments and joints in the joint assembly structure can effectively improve the overall load-bearing capacity and degeneration ability of the segment structure. In the high water pressure tunnel assembly structure, the distributed concave-convex tenon between the segment rings not only can control the segment staggering but also can ensure the safety of the longitudinal bolts. When the jointed segment structure is damaged, or the effective stiffness coefficient is reduced to about 0.4, the effective stiffness coefficient of the high water pressure tunnel assembled segment structure of the staggered high water pressure tunnel is reduced to about 0.18, and the structure is damaged. The structural failure of the segment under the joint assembly is mainly caused by the loss of the bearing capacity of the joint. After the joint loses the bearing capacity, the structure cannot meet the bearing demand. Staggered high water pressure tunnels, the clamping effect between the segment rings under the high water pressure tunnel assembly enables the structure to fully exert the bearing capacity of the segments and joints when the structure is loaded so that the two parts of the structure are close to yielding simultaneously. The bending bearing capacity curve of the tube segment and the bending bearing capacity curve of the joint can be used as the bending characteristic curve of the tube segment structure, which can be used to quantitatively evaluate the overall bearing performance of the tube segment structure.The water pressure balance detection terminal, as the core of the low-voltage smart station area, has sensing capabilities and powerful edge computing capabilities. The terminal adopts a board-card design, which can flexibly adjust functional modules according to different application scenarios and requirements, obtain rich perception data and perform edge computing, which can provide strong support for the construction and development of the ubiquitous power internet of things. The branch data monitoring device can be installed at the transformer branch outlet, branch box, and meter box. It can collect all kinds of information such as line voltage, current, power, electric energy value, temperature, etc., and can judge power failure. The branch data monitoring device uploads the collected data or the monitored power outage to the water pressure balance detection terminal in a wireless or carrier manner to realize real-time monitoring of low-voltage distribution network data. At the same time, the branch data monitoring device can support the realization of various in-depth application functions such as automatic identification of the station area topology by the overall system, branch line loss management and control, and reporting of out-of-limit events.The water pressure balance detection terminal can generate corresponding fault events based on the monitored abnormal data of the circuit breaker and report it to the master station for alarm. The water pressure balance detection terminal monitors the current load on the high voltage side in real time by cooperating with the high voltage acquisition unit. Once the high voltage side occurs in the case of abnormal conditions such as phase failure or limit violation, the water pressure balance detection terminal can actively generate a fault event and report the alarm information to the master station, so as to realize the real-time status monitoring of the high voltage side of the transformer. The water pressure balance detection terminal is compatible with all the functions of the original marketing concentrator, and can obtain various information about the station’s household meter at high frequency, including electric energy indication, voltage, current, power curve data, and so on, and then to realize the automatic recognition of the station topology (edge computing), branch line loss management and other deep application functions provide necessary data support. The water pressure balance detection terminal realizes real-time monitoring of temperature information such as cabinets, switches, capacitors, cables, and busbars through external temperature collectors, temperature interfaces of branch data monitoring devices, or extended wireless temperature measurement probes. When a high temperature occurs, it can be alerted in time, and an early warning can be provided by setting the alarm threshold.



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*Source: 4912036-2022-09-22.xml*