Method for determining water accumulation speed and emergency disposal time near water gushing tunnel face of reverse slope TBM (Tunnel Boring Machine) tunnel

Abstract

The invention discloses a method for determining the water accumulation speed and emergency disposal safety near a reverse slope TBM tunnel water burst tunnel face. The method comprises the steps that (1) the relation between the emergency disposal time and the effective water storage volume of a tunnel and the relation between the emergency disposal time and the water pumping and draining speed near the tunnel face are established; 2) establishing a relational expression among the accumulated water speed near the tunnel net water gushing tunnel face, the accumulated water level of the tunnel face and the rising speed of the accumulated water level of the tunnel face; 3) constructing a three-dimensional model for calculating the effective water storage volume near the tunnel face, and calculating the effective water storage volume; (4) measuring the accumulated water level and the accumulated water level rising speed near the tunnel face on site; 5) calculating the speed of accumulated water near the net water gushing tunnel face of the tunnel; by establishing a relation model of the emergency disposal time and the water storage volume, constructing a three-dimensional water storage volume calculation model and combining real-time water level monitoring data, the water accumulation speed and the emergency disposal time can be accurately calculated, and the method has the advantages that the accuracy of emergency disposal decision making is improved, and the operation reliability of equipment is guaranteed.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of TBM tunnel construction, in particular to a method for determining water accumulation speed near the working face of a TBM tunnel with an inverted slope and emergency disposal time. BACKGROUND

[0002] During the construction of a TBM tunnel with an inverted slope, due to complex geological conditions and abundant underground water, the net water inflow of the tunnel will gather towards the working face, causing the water level near the working face to continuously rise. The existing drainage system often fails to accurately assess the water inflow speed and water accumulation in real time. When the drainage is not timely or the drainage volume is insufficient, the water level may quickly rise to the limit water level of the key equipment of the TBM, such as the cutter drive motor and other non-submersible equipment. This situation not only causes equipment failure and construction interruption, but also may cause serious safety accidents.

[0003] Currently, there is a lack of effective technical means to calculate the water accumulation speed near the working face in real time and predict the emergency disposal time, making it difficult for construction personnel to take effective emergency measures in a timely manner. The existing methods mainly rely on experience and lack scientific basis, and cannot accurately assess the change rule of the water storage volume under different inverted slope conditions, making it difficult to achieve precise emergency disposal decisions. In view of the above problems, the existing technology needs to be improved. SUMMARY

[0004] The purpose of the present application is to provide a method for determining the water accumulation speed near the working face of a TBM tunnel with an inverted slope and the emergency disposal time, which can provide a time reference for construction personnel to handle water accumulation in an emergency.

[0005] The purpose of the present application is achieved by the following technical scheme: a method for determining the water accumulation speed near the working face of a TBM tunnel with an inverted slope and the emergency disposal time, comprising the following steps: 1) establishing a relationship between the emergency disposal time, the effective water storage volume of the tunnel, and the water inflow speed near the working face; 2) establishing a relationship between the water inflow speed near the working face of the tunnel, the water level near the working face, and the water level rise speed near the working face; 3) constructing a three-dimensional model for calculating the effective water storage volume near the working face of the tunnel, and calculating the effective water storage volume near the working face corresponding to different inverted slope gradients; 4) measuring the water level and water level rise speed near the working face in the field; 5) calculating the water inflow speed near the working face of the tunnel; 6) calculating the emergency disposal time of the water inflow of the tunnel.

[0006] The relationship between the emergency disposal time, the effective water storage volume of the tunnel, and the water inflow speed near the working face of the tunnel is: Wherein, T is the emergency disposal time h; V is the effective water storage volume near the tunnel face of different reverse slope gradients m 3 ; v is the water accumulation speed near the tunnel face of net gushing water m 3 / h; v1 is the water accumulation speed near the tunnel face of net gushing water without pumping and drainage m 3 / h; v2 is the water pumping and drainage speed near the tunnel face m 3 / h; V1 is the water storage volume near the tunnel face when the water level at the TBM head reaches the limit water level and there is no space occupation m 3 ; V2 is the volume of space occupation m 3 .

[0007] Wherein, the relationship between the water accumulation speed near the tunnel face of net gushing water and the water level near the tunnel face and the rising speed of the water level near the tunnel face is: Wherein, the water pumping and drainage speed when the water level near the tunnel face does not change greatly is taken as v1, v3 is the water level rising speed near the tunnel face m / h; H is the water level height near the tunnel face; v3 and H in formula (5) are measured by using a water level gauge on site, the relationship between V and H is obtained, formula (5) is substituted to obtain the water accumulation speed near the tunnel face of net gushing water v; Wherein, the water accumulation speed near the tunnel face of net gushing water v is added to the water pumping and drainage speed near the tunnel face v2 to obtain the water accumulation speed near the tunnel face of net gushing water v1.

[0008] Due to the adoption of the above technical scheme, the application has the following advantages: by establishing the relationship model of the emergency disposal time and the water storage volume, constructing the three-dimensional water storage volume calculation model and combining the real-time water level monitoring data, the water accumulation speed and the emergency disposal time can be accurately calculated, and the accuracy of the emergency disposal decision is improved, the construction safety and the equipment operation reliability are ensured. BRIEF DESCRIPTION OF DRAWINGS

[0009] The brief description of drawings of the application is as follows: Figure 1 It is a TBM whole machine structure schematic diagram of the application; Figure 2 It is a TBM tunnel face near effective water storage volume calculation model schematic diagram; Figure 3 It is a tunnel face near water level H and effective water storage volume V relationship schematic diagram; Figure 4 Figure 1 is a schematic diagram of the emergency treatment time for different pumping and drainage speeds and the water velocity near the tunnel net water gushing face. DETAILED DESCRIPTION

[0010] The specific embodiments of the present application will be further described in detail below with reference to the accompanying drawings, but the present application is not limited to these embodiments, and any improvement or substitution within the basic spirit of the present embodiments still falls within the scope of the claims of the present application.

[0011] In the prior art, during the construction of an anti-slope TBM tunnel, water gushing to the face may cause the water level to rise, and if pumping and drainage are not timely, the rising water level may reach the equipment immersion area, causing failure. The traditional method relies on empirical estimation of water storage volume and drainage speed, lacks a dynamic adjustment mechanism, and does not consider the influence of the three-dimensional structure of the tunnel on the water storage capacity, resulting in a large deviation in the calculation of emergency disposal time and an inability to effectively prevent equipment immersion risks.

[0012] To solve the above problems, it is necessary to establish a dynamic mathematical model to quantify the relationship between water storage volume and drainage speed, while considering the influence of the tunnel slope on the water storage space. Through analysis, it is found that the prior art does not directly correlate the water level rise speed with the water accumulation speed, resulting in an inability to reflect the actual water gushing amount in real time. In addition, a two-dimensional plane model cannot accurately reflect the change in water storage volume under different slopes, and a three-dimensional model needs to be constructed to improve the calculation accuracy. Based on this, the emergency disposal time is dynamically correlated with the water storage volume and pumping and drainage speed, and the calculation parameters are corrected in real time through field measurement data to form a closed-loop control system.

[0013] Embodiment 1: A method for determining the water accumulation speed near the water gushing face of an anti-slope TBM tunnel and the emergency disposal time, comprising the following steps: 1) Establishing a relationship between the emergency disposal time and the effective water storage volume of the tunnel and the pumping and drainage speed near the face; 2) Establishing a relationship between the water accumulation speed near the net water gushing face of the tunnel and the water level near the face and the water level rise speed near the face; 3) Constructing a three-dimensional model for calculating the effective water storage volume near the face of the tunnel, and calculating the effective water storage volume near the face corresponding to different anti-slope slopes; 4) Field measurement of the water level and water level rise speed near the face; 5) Calculation of the water accumulation speed near the net water gushing face of the tunnel; 6) Calculation of the emergency disposal time for water gushing of the tunnel.

[0014] The relationship between the emergency disposal time and the effective water storage volume of the tunnel and the water pumping speed is a dynamic correlation between the emergency disposal time and the water storage volume and the water pumping speed through a mathematical formula, which can be specifically realized by using the ratio relationship between the volume and the flow rate, and is used for dynamically adjusting the water drainage strategy. The relationship between the net water gushing water storage speed of the tunnel and the water level height is a physical correlation between the water level rising speed and the water storage speed through geometric parameters, which can be specifically realized by using the product relationship between the water level change per unit time and the water storage area, and is used for converting the water storage speed which is difficult to directly measure into an observable parameter. The three-dimensional model calculation of the effective water storage volume is to simulate the water storage space form under different slopes through three-dimensional space modeling, which can be specifically realized by using BIM modeling or finite element analysis method, and is used for accurately quantifying the influence of the tunnel structure on the water storage capacity. The field measurement of the water level data is to collect the water level height and the change rate in real time through a sensor, which can be specifically realized by using a pressure type water level gauge or an ultrasonic water level gauge, and is used for ensuring the timeliness of the calculation parameters.

[0015] The three-dimensional model adopts abaqqus, Rhino, SketchUp, 3ds Max and the like. The three-dimensional model is a cylinder which is obliquely cut by a plane, and the cut volume is the volume of water without space occupation. The volume minus the space occupation volume (such as inverted arches) is the effective water storage volume near the working face, and the effective water storage volume near the working face corresponding to different counter-slope slopes can be calculated in combination with the counter-slope slope.

[0016] Specifically, first, the dynamic relationship between the emergency disposal time and the water storage volume and the water pumping speed is established to provide a mathematical basis for the water drainage strategy. Then, the water level rising speed and the water storage speed are physically correlated, and the actual water gushing amount is reflected through the measured water level data. The water storage volume under different slopes is calculated through the three-dimensional model, breaking through the limitations of traditional two-dimensional plane calculation. After the field measured data is input, the actual water storage speed is calculated in combination with the relationship, eliminating the interference of the water pumping equipment. Finally, the emergency disposal time is calculated by comprehensively considering the water storage volume and the water storage speed, forming a closed-loop control process from data collection to decision output.

[0017] Compared with the prior art, the traditional method relies on static empirical value to estimate the water storage volume and does not consider the three-dimensional space structure characteristics, resulting in large calculation result deviation. The prior art lacks a physical correlation model between the water level rising speed and the water storage speed, and cannot real-time invert the actual water gushing amount. The present scheme accurately calculates the water storage volume through three-dimensional modeling, realizes the optimization of the water drainage strategy in combination with the dynamic relationship, and significantly improves the calculation accuracy of the emergency disposal time by closed-loop correction of the calculation parameters through the measured data.

[0018] Through the technical solution, the application realizes real-time reaction calculation of water inrush speed, accurate quantification of water storage capacity under different slopes, dynamic optimization of water pumping and drainage strategy, effective control of accumulated water level within the safety threshold, and avoidance of equipment immersion failure. Through closed-loop data acquisition and model calculation, the timeliness and accuracy of emergency disposal time prediction are ensured, and reliable protection is provided for tunnel construction safety.

[0019] wherein the relationship between the emergency disposal time and the effective water storage volume of the tunnel and the water accumulation speed near the tunnel net water inrush face is: wherein T is the emergency disposal time h; V is the effective water storage volume near the tunnel face of different counter-slope slopes m 3 ; v is the water accumulation speed near the tunnel net water inrush face m 3 / h; v1 is the water accumulation speed near the tunnel net water inrush face without water pumping and drainage m 3 / h; v2 is the water pumping and drainage speed near the tunnel face m 3 / h; V1 is the water storage volume near the tunnel face when the water level at the TBM head of different counter-slope slopes reaches the limit water level without space occupation m 3 ; V2 is the volume of space occupation m 3 .

[0020] wherein the emergency disposal time T refers to the response time required from water inrush to the water level reaching the limit water level, which can be calculated by the ratio of the effective water storage volume V and the net water inrush speed v, and is used to quantify the timeliness requirement of water pumping and drainage measures. The water volume V refers to the actual space near the tunnel face that can accommodate accumulated water, which can be calculated by the three-dimensional model to obtain the theoretical water storage volume V1 and subtract the equipment occupation volume V2, and is used to reflect the comprehensive influence of counter-slope gradient and equipment layout on water storage capacity. The speed v refers to the actual speed of water accumulation under the joint action of natural water inrush and artificial pumping and drainage, which can be calculated by the difference between the natural water inrush speed v1 and the pumping and drainage speed v2, and is used to dynamically evaluate the working efficiency of pumping and drainage equipment. Specifically, the calculation of the emergency disposal time T is achieved by dividing the effective water storage volume V by the net gushing speed v, which directly reflects the dual constraints of water storage capacity and water accumulation speed on emergency time. The net gushing speed v is further decomposed into the difference between the natural gushing speed v1 and the pumping speed v2, thereby separating the effects of natural geological conditions and artificial intervention measures. The effective water storage volume V is calculated by the difference between V1 and V2, where V1 is based on the theoretical water storage capacity determined by the anti-slope gradient and the limit water level, and V2 is obtained by measuring or modeling the equipment space volume, making the water storage volume calculation more realistic for the actual construction scene. Through the synergistic effect of the above formula, the emergency disposal time before the water level reaches the critical value can be accurately calculated under different anti-slope gradients, equipment layout, and pumping capacity conditions. Compared with the prior art, the traditional method usually estimates the emergency time based on only the static gushing amount, without considering the dynamic adjustment of the pumping speed and the influence of equipment space occupation on the water storage volume. The present scheme introduces the pumping water speed v2 and the space occupation volume V2, incorporates the interaction between natural gushing and artificial intervention into the calculation model, and quantifies the influence of the anti-slope gradient on the water storage volume by combining with the three-dimensional modeling technology, thereby solving the problem of prediction deviation of the emergency disposal time caused by ignoring dynamic factors in the traditional method. Through the above technical scheme, the present application can accurately calculate the emergency disposal time before the water level reaches the limit water level when the anti-slope TBM tunnel gushes, providing a quantitative basis for the configuration and scheduling of the pumping equipment, thereby effectively preventing the failure of the TBM key equipment caused by water immersion and ensuring construction safety. Further, by separating the effects of natural gushing speed and pumping speed, the pumping strategy can be optimized in real time, and the emergency response scheme can be quickly adjusted when the gushing amount suddenly changes.

[0021] wherein the relationship between the water accumulation speed near the tunnel net gushing face and the water level near the tunnel face and the water level rising speed near the tunnel face is: wherein the pumping water speed when the water level near the tunnel face does not change greatly during the pumping process is v1, v3 is the water level rising speed near the tunnel face m / h; H is the water level height near the tunnel face; In formula (5), v3 and H are measured on site using a water level gauge, the relationship between V and H is obtained, and formula (5) is substituted to obtain the tunnel net gushing water accumulation speed v near the tunnel face; wherein the tunnel net gushing water accumulation speed v near the tunnel face is the sum of the tunnel net gushing water accumulation speed v near the tunnel face and the pumping water speed v2 near the tunnel face.

[0022] Wherein, the water accumulation speed near the tunnel face refers to the net water inflow into the tunnel face area per unit time, which is calculated by multiplying the water level rise speed and the water level height, and can be realized by substituting the real-time monitoring data of the water level meter into the formula. The water level height near the tunnel face refers to the vertical depth of the water accumulation in the tunnel face area, which can be measured by an ultrasonic water level meter or a pressure sensor, and is used to reflect the influence of the water accumulation space form on the speed calculation. The water level rise speed near the tunnel face refers to the change rate of the water level height per unit time, which can be obtained by high-frequency sampling of the water level data and difference calculation, and is used to represent the dynamic change trend of the water accumulation. The condition that the drainage speed does not change greatly refers to the stable operation state of the drainage equipment, which can be realized by adjusting the water pump power or the drainage pipeline valve, so as to ensure that the system is in a quasi-steady state during parameter acquisition. Compared with the prior art, the traditional method relies on empirical estimation or fixed drainage volume setting, and cannot respond to the dynamic change of the water inflow in real time, resulting in water level control lag. The present scheme directly relates the water level change to the water inflow speed calculation by establishing a mathematical model based on the measured water level parameters, realizes the dynamic optimization and adjustment of the drainage volume, and avoids the risk of equipment immersion caused by estimation deviation. Through the above technical scheme, the present application solves the problem that the water inflow speed cannot be accurately quantified during the drainage process. By real-time monitoring of the water level parameters and establishing a mathematical relationship model, the net water inflow speed can be accurately calculated, providing data support for dynamic adjustment of the drainage volume, so as to maintain the stability of the tunnel face water level and prevent the boundary water level from being broken, thereby preventing equipment failure.

[0023] In order to make the above-mentioned purposes, features and advantages of the present application more obvious and easy to understand, the present application takes a tunnel with an inner diameter of 10.2m and a TBM machine head at a distance of 2.35m from the tunnel bottom as an example. When net water inflow occurs in the tunnel, the water level near the tunnel face will rise to the critical facility at 2.35m over time. The time from when the net water inflow is greater than zero to when the water level near the tunnel face rises to the critical facility at 2.35m is calculated, and the staff needs to perform emergency disposal within this time period.

[0024] As shown in Figure 1 and 2 , the reverse slope gradient of this TBM tunnel is 14.72‰, and the effective water storage space is occupied by the rear support and inverted arch. The rear support is 21m away from the cutter drive motor, and the inverted arch is 32.5m away from the cutter drive motor. A modeling software is used to establish an effective water storage volume calculation model near the TBM tunnel face (the volume of the rear support and the inverted arch has been subtracted); The calculation shows that when the reverse slope gradient is 14.72‰, the effective water storage volume near the tunnel face is =638.7m 3The relationship between the water level H near the tunnel face and the effective water storage volume V is shown in Fig. 3. Figure 3 The function relationship between H and V after polynomial fitting is shown in equation (6). Substituting equation (6) into equation (5) gives equation (7), which is the calculation formula for the water velocity near the tunnel face when the reverse slope is 14.72‰: Two 750m³ / h water pumps are installed near the tunnel face of the TBM. The maximum water inflow velocity is predicted to be 1400m³ / h, so the water velocity near the tunnel face ranges from 0 to 1400m³ / h, and the water pumping velocity ranges from 0 to 1500m³ / h. Substituting v and V into equation (1) gives the emergency treatment time corresponding to different water pumping velocities and water velocities near the tunnel face. The emergency treatment time corresponding to different water pumping velocities and water velocities near the tunnel face when the reverse slope is 14.72‰ is shown in Fig. 4. Figure 4

[0025] As shown in equation (8), when the water inflow velocity is 1400m³ / h, the emergency treatment time is about 60 min when one water pump fails, and the emergency treatment time is about 30 min when both water pumps fail. Figure 4 As shown in equation (8), when the water inflow velocity is 1400m³ / h, the emergency treatment time is about 60 min when one water pump fails, and the emergency treatment time is about 30 min when both water pumps fail.​

Claims

1. A method for determining the water accumulation rate near the working face of a reverse-slope TBM tunnel and for emergency response safety, characterized in that... It includes the following steps: 1) Establish the relationship between emergency response time and the effective water storage volume of the tunnel and the pumping rate near the tunnel face; 2) Establish the relationship between the water accumulation rate near the tunnel face and the water level at the tunnel face and the rate of rise of the water level at the tunnel face; 3) Construct a three-dimensional model for calculating the effective water storage volume near the tunnel face, and calculate the effective water storage volume near the tunnel face corresponding to different reverse slope gradients; 4) On-site measurement of the water level near the working face and the rate of rise of the water level; 5) Calculate the water accumulation velocity near the tunnel face; 6) Calculate the emergency response time for water inrush in the tunnel.

2. The method for determining the water accumulation rate near the working face of a reverse-slope TBM tunnel and the emergency response safety as described in claim 1, characterized in that, in, The relationship between emergency response time and the effective water storage volume of the tunnel and the water accumulation velocity near the tunnel face is as follows: Where T represents the emergency response time h; V represents the effective water storage volume (m³) near the tunnel face for different reverse slope gradients. 3 ; v is the velocity of water accumulation near the tunnel face (in meters). 3 / h; v1 represents the velocity (m) of net water inflow near the tunnel face when drainage is not pumped out. 3 / h; v2 is the drainage rate (in meters) of water accumulation near the tunnel face. 3 / h; V1 represents the water volume (m³) near the tunnel face when the water level at the TBM head reaches the limit level and there is no space occupied, under different reverse slope gradients. 3 ; V2 is the volume m occupied by the space. 3 .

3. The method for determining the water accumulation rate near the working face of a reverse-slope TBM tunnel and the method for emergency response as described in claim 2, is characterized in that... in, The relationship between the velocity of water accumulation near the tunnel face and the water level and the rate of rise of the water level at the tunnel face is as follows: Among them, the pumping speed when the water level near the working face does not change significantly during the pumping process is taken as v1, v3 is the water level rise rate near the working face in m / h, and H is the water level height near the working face. In equation (5), v3 and H are measured on-site using a water level gauge to obtain the relationship between V and H. Substituting this into equation (5) will give the water accumulation velocity v near the tunnel face. The sum of the water accumulation velocity v near the tunnel face and the water pumping velocity v2 near the tunnel face is the water accumulation velocity v1 near the tunnel face.

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