CN-121976824-A - Water stopping and draining dynamic regulation construction method for deep buried tunnel penetrating through water-rich bearing layer

CN121976824ACN 121976824 ACN121976824 ACN 121976824ACN-121976824-A

Abstract

The invention provides a construction method for dynamically regulating drainage stopping of a deep buried tunnel penetrating through a water-rich bearing layer, which comprises the following steps of detecting tunnel geological related data, carrying out stratum risk grade division based on the detected data, designing a waterproof curtain, a drainage depressurization hole and a drainage system based on the risk grade and the geological related data, carrying out curtain grouting by adopting layered and sectional construction, firstly constructing a water drainage depressurization Kong Zaifen layer section, carrying out curtain grouting, arranging a monitoring system, monitoring water inflow, water pressure, grouting pressure and stratum settlement data, carrying out closed-loop regulation and control by a central control system based on the monitoring data, evaluating water stopping and pressure releasing effects based on the monitoring data, and carrying out penetrating construction when an evaluation index reaches the standard. According to the invention, through full-flow management, accurate construction of the water-stop curtain and intelligent matching of the drainage system are realized, the water bursting risk is fundamentally reduced, stratum disturbance is reduced, and construction safety and efficiency are ensured.

Inventors

SUN KE
ZHANG CHANGXUAN
REN SHIJUN
LI YONGSHENG
WU PEIZHANG
LI CHAO
Du Yilian
GAO ZHONGTAO
WANG ZHILI
ZHANG LI
LI HONGLING
GUO ZHIQI
JIANG FENGQING

Assignees

中铁十四局集团第三工程有限公司
中铁十四局集团有限公司

Dates

Publication Date: 20260505
Application Date: 20260211

Claims (10)

1. The construction method for dynamically regulating and controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer is characterized by comprising the following steps of: s1, detecting tunnel geological related data, and classifying stratum risks based on the detected data to classify risks into high risks, medium risks and low risks; s2, designing a waterproof curtain, a drainage pressure reducing hole and a drainage system based on risk grade and geological related data, wherein the method specifically comprises the steps of determining the minimum thickness and the longitudinal length of the waterproof curtain, distributing the drainage pressure reducing hole in a three-ring mode in the range of the waterproof curtain, arranging an inner ring at the inner side of the curtain, arranging an intermediate ring at the middle of the curtain and arranging an outer ring at the outer side of the curtain, determining the drainage capacity of the drainage system, configuring a pump station and determining the volume of a water collecting well; S3, adopting layered and sectional construction, firstly constructing a water drainage depressurization Kong Zaifen layer section to carry out curtain grouting, and arranging a monitoring system to monitor water inflow, water pressure, grouting pressure and stratum settlement data; s4, realizing closed-loop regulation and control through a central control system based on the monitoring data, wherein the closed-loop regulation and control comprises the steps of dynamically adjusting grouting pressure and intelligently starting and stopping a drainage system; And S5, evaluating the water stopping and pressure releasing effects based on the monitoring data, performing traversing construction when the evaluation index reaches the standard, and repeatedly executing the steps until the water-rich bearing layer is completely traversed every certain tunneling distance.
2. The method for dynamically controlling water stopping and draining of a deep buried tunnel penetrating through a water-rich bearing layer according to claim 1, wherein the step S1 is specifically as follows: 3-5 advanced exploratory holes are distributed on the face, the hole depth is not smaller than 3 times of the tunnel excavation diameter, stratum cores, water pressure and permeability parameters are obtained through drilling, the distribution range, thickness and water guide crack development characteristics of a water-rich bearing layer in front of the face are accurately identified by matching with a TSP advanced geological forecasting system, an endoscope is adopted to deeply penetrate into a drilled hole, and the development of surrounding rock joints and water leakage conditions are observed; Based on the detection data, a potential maximum water inflow Q_max is calculated as follows: Q_max=K×H×A wherein K is the stratum permeability coefficient, H is the water head height, A is the tunnel excavation cross-section area; the stratum risk is divided into three stages by combining the water pressure value P, namely, when P is more than or equal to 3MPa or Q_max is more than or equal to 800m <3 >/h, the stratum risk is divided into high risk, when P is more than or equal to 1MPa and less than 3MPa or 300m <3 >/h and Q_max is less than or equal to 800m <3 >/h, the stratum risk is divided into medium risk, and when P is less than or equal to 1MPa and Q_max is less than or equal to 300m <3 >/h, the stratum risk is divided into low risk.
3. The method for dynamically controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 1, wherein in the step S2, the waterproof curtain is designed as follows: the minimum thickness of the curtain is calculated as follows: T≥(P×D)/(2×σ) wherein P is a water pressure value, D is a tunnel equivalent diameter, sigma is 28D age compressive strength of the grouting body, and when cement and water glass double-liquid slurry is adopted, sigma is more than or equal to 8MPa; In the high-risk stratum, the longitudinal length of the waterproof curtain is 20-25 m, the middle-risk stratum is 15-20 m, and the low-risk stratum is 10-15 m.
4. The method for dynamically controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 3, wherein in the step S2, the design of the water draining and pressure reducing hole is specifically as follows: Inner ring water draining and pressure reducing hole: the depth of the holes is 90% of the longitudinal length of the curtain, the distance is 3-4 m, and the holes are downwards inclined by 5 degrees to point to the core area of the bearing layer and are used for advanced drainage; the middle ring water draining and pressure reducing holes have the hole depth of 70% of the longitudinal length of the curtain, the distance is 2.5-3 m, and the holes incline downwards by 3 degrees to assist in pressure reduction; outer ring water draining and pressure reducing hole: the depth of the holes is 60% of the longitudinal length of the curtain, the distance is 1.5-2.5 m, and the holes incline downwards by 1 degree to form a peripheral depressurization zone; The aperture of the water drainage pressure reducing hole is uniformly phi 90-110 mm, and a filter screen and a water pressure sensor are arranged in the hole.
5. The method for dynamically controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 4, wherein in the step S2, the drainage system is specifically designed as follows: The total drainage capacity of the drainage system is 1.5-2.0 times of the potential maximum water inflow Q_max, wherein the high risk stratum is 2.0 times and the low risk stratum is 1.5 times; adopting three-stage serial pump stations, wherein the capacities of the pump stations at each stage are distributed according to a ratio of 4:3:3, and each pump station is provided with a standby pump set; the water collecting well volume meets 15-20 minutes of maximum water inflow storage, the inner wall is provided with a waterproof coating, and the bottom is provided with a sand setting tank.
6. The construction method for dynamically regulating and controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 1, wherein in the step S3, the water draining and pressure reducing holes are constructed according to the sequence of an outer ring, a middle ring and an inner ring, and the water draining and pressure reducing holes are pushed outwards from a tunnel face during curtain grouting, and each section is 5-8 m long; The monitoring system is arranged as follows, an electromagnetic flowmeter is respectively arranged on the face and the outlet of the drainage ditch, a water level sensor is arranged on the water collecting well to monitor water inflow, pressure sensors are arranged at the hole bottom and the hole middle position of the drainage depressurization hole and in and outside the waterproof curtain to monitor water pressure, a pressure transmitter is arranged on the grouting pipeline to monitor grouting pressure change, and sedimentation observation points are arranged on the ground surface of the tunnel and surrounding buildings to monitor stratum sedimentation.
7. The construction method for dynamically controlling water stopping and draining of a deep buried tunnel penetrating through a water-rich bearing layer according to claim 1, wherein in step S4, the grouting pressure adjusting method is as follows: when the monitored water pressure or water inflow exceeds the expected value by 10%, automatically adjusting the grouting pressure by 5% -10%, prolonging the grouting time by 10% -20 minutes, and reinforcing a waterproof curtain, wherein the upper limit of the upper adjustment is not more than 1.2 times of the water pressure; When the grouting pressure is suddenly increased and the flow is suddenly reduced, the fracture is judged to be blocked, the grouting is immediately suspended, the standby water discharge hole is started for pressure relief, 0.5% -1% retarder is added into the slurry, and the slurry diffusivity is recovered, wherein the grouting pressure is suddenly increased by more than 0.5MPa/min, and the flow is suddenly reduced by more than 50%.
8. The method for dynamically controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 7, wherein in step S4, the intelligent start-stop control method of the draining system is as follows: Setting up level four water level threshold in the sump pit, be safe water level when the water level is less than sump pit degree of depth 1/3, be starting pump water level when the water level reaches sump pit degree of depth 1/3, be early warning water level when the water level reaches sump pit degree of depth 2/3, be dangerous water level when the water level reaches sump pit degree of depth 3/4, at safe water level, all water pumps shut down, when starting pump water level, start 1 main pump, start 2 main pumps when early warning water level, start all main pumps and reserve pump when dangerous water level, touch audible and visual alarm simultaneously.
9. The construction method for dynamically controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 1, wherein in the step S5, when the water pressure is stabilized within 80% of a design allowable value, the water inflow is less than or equal to 50m <3 >/h, and the stratum settlement is less than or equal to 10 mm/day, the evaluation index is judged to reach the standard.
10. The construction method for dynamically regulating and controlling water stopping and draining of the deep buried tunnel penetrating through the water-rich bearing layer according to claim 1, wherein in the step S5, tunneling is performed in a short-length and strong-supporting mode during penetrating construction, single-time footage is controlled to be 1-2 m, and every tunneling is performed for 5-8 m, and all the steps are repeatedly performed until the deep buried tunnel completely penetrates through the water-rich bearing layer.

Description

Water stopping and draining dynamic regulation construction method for deep buried tunnel penetrating through water-rich bearing layer Technical Field The invention mainly relates to the technical field related to tunnel and underground engineering construction, in particular to a method for dynamically regulating and controlling drainage of a deep buried tunnel penetrating through a water-rich bearing layer. Background In the construction of a water-rich bearing layer of a deep-buried tunnel, the traditional construction method has obvious limitations due to high stratum water pressure and complex crack development, and is specifically as follows: 1. The water stopping reliability is poor, the parameters such as the grouting range, the pressure and the like are only set according to manual experience depending on a single advanced grouting technology, the quantitative calculation basis is lacked, a continuous and complete water stopping curtain is difficult to form, slurry breakdown cracks or bypass are easy to appear, and water bursting and mud flushing accidents frequently occur. 2. The structure has high bearing risk, when the 'full-blocking' waterproof strategy is adopted, the lining structure needs to bear ultra-high water pressure for a long time, structural cracks are easy to generate, the service life of a tunnel is shortened, and if blind drainage is carried out for reducing pressure, sudden drop of the pore water pressure of a stratum is caused, so that surrounding rock is unstable, and the surface subsidence exceeds standard. 3. The procedure cooperativity is weak, each link of geological forecast, grouting water stop, water drainage and depressurization is independently operated, data are not communicated, and parameters are not linked. For example, the capacity of the drainage system is often not matched with the actual water inflow, and in extreme cases, tunnel flooding is easy to occur, and the construction period is delayed. 4. The control response is lagged, and key operations such as grouting pressure, drainage start and stop and the like depend on manual judgment and cannot be adjusted in real time according to the hydrogeology dynamic change in front of the face. When the water inflow and the water pressure are suddenly changed, the response time is manually adjusted to 30-60 minutes, the best time for risk control is missed, and the interlocking safety accidents are extremely easy to be caused in a sensitive environment close to industrial and mining buildings or underground pipelines. Therefore, a systematic construction method which has the functions of stopping, venting and draining and can be dynamically regulated and controlled based on real-time data is needed to solve the technical pain. Disclosure of Invention In order to solve the defects of the prior art, the invention combines the prior art, and provides a construction method for dynamically regulating and controlling water stopping and draining of a deep buried tunnel penetrating through a water-rich bearing layer from practical application. The technical scheme of the invention is as follows: A construction method for dynamically regulating and controlling water stopping and draining of a deep buried tunnel penetrating through a water-rich bearing layer comprises the following steps: s1, detecting tunnel geological related data, and classifying stratum risks based on the detected data to classify risks into high risks, medium risks and low risks; s2, designing a waterproof curtain, a drainage pressure reducing hole and a drainage system based on risk grade and geological related data, wherein the method specifically comprises the steps of determining the minimum thickness and the longitudinal length of the waterproof curtain, distributing the drainage pressure reducing hole in a three-ring mode in the range of the waterproof curtain, arranging an inner ring at the inner side of the curtain, arranging an intermediate ring at the middle of the curtain and arranging an outer ring at the outer side of the curtain, determining the drainage capacity of the drainage system, configuring a pump station and determining the volume of a water collecting well; S3, adopting layered and sectional construction, firstly constructing a water drainage depressurization Kong Zaifen layer section to carry out curtain grouting, and arranging a monitoring system to monitor water inflow, water pressure, grouting pressure and stratum settlement data; s4, realizing closed-loop regulation and control through a central control system based on the monitoring data, wherein the closed-loop regulation and control comprises the steps of dynamically adjusting grouting pressure and intelligently starting and stopping a drainage system; And S5, evaluating the water stopping and pressure releasing effects based on the monitoring data, performing traversing construction when the evaluation index reaches the standard, and repeatedly executing the steps until the