CN116464507B - Tunnel high-flow karst water gushing counter-slope drainage method - Google Patents
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 216
- 238000000034 method Methods 0.000 title claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 66
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- 238000011010 flushing procedure Methods 0.000 claims abstract description 9
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- 230000000903 blocking effect Effects 0.000 description 6
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- 238000007599 discharging Methods 0.000 description 4
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The inventionThe invention relates to the technical field of tunnel construction, in particular to a high-flow karst water gushing counter-slope drainage method for tunnels, which comprises the following steps: ((1) arranging two groups of drainage pipe groups in the tunnel, wherein one group is a multi-stage pump station drainage pipeline G Pump with a pump body Another group is a special drainage pipeline G Special purpose The method comprises the steps of carrying out a first treatment on the surface of the The special drainage pipeline G Special purpose Special drainage steel pipe G Special steel The pump station water collection tank is connected with each stage of pump station water collection tank; (2) Confirming a large-flow water-flushing point i after excavation of a tunnel face, installing a plugging water guide device at the water-flushing point i, and enabling the water guide device to be connected with a special drainage pipeline G Special purpose Are connected; compared with the prior art, the invention has the beneficial effects that: according to the invention, by establishing the closed pipeline, water burst flows from a high water pressure (water burst point) to a low water pressure (hole), the drainage capacity is self-adaptive to the water burst quantity and water pressure of the water burst point, and the risk of well logging accidents caused by improper matching of drainage mechanical equipment can be effectively reduced without the need of a technical personnel to survey and estimate the design.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for draining large-flow karst water gushing counter-slope water of a tunnel.
Background
The tunnel reverse slope construction, namely the tunnel construction advancing direction is downhill, water gushing in the tunnel is gathered towards the working face, and timely pumping and draining are needed to prevent the water accumulation on the working face from being too deep, so that the stability of surrounding rocks of the tunnel is influenced, the safety of mechanical equipment and constructors for tunnel construction is endangered, and the normal construction production is influenced.
At present, mechanical drainage is needed for tunnel reverse slope construction drainage, multistage pump station relay drainage is arranged, working area water is pumped into a nearby pump station or a temporary water collecting pit by a movable submersible pump, tunnel seepage (surging) water in other constructed sections is naturally collected into the temporary water collecting pit or a pump station pool through a tunnel inner side ditch, accumulated water is pumped and discharged into a primary drainage pump station through a drainage pipeline by a fixed drainage pump station, and finally pumped and discharged to the outside of a tunnel; the pump station drainage capacity of the existing mechanical drainage technology needs to be determined according to the maximum water inflow designed by investigation, but because the underground water flow path of a tunnel address area is extremely complex and changeable and difficult to accurately master, water inflow points with extremely large flow rate, such as karst pipelines communicated with a hidden river, are often revealed in tunnel construction, the actual water inflow is far beyond the maximum water inflow designed, the pump station drainage capacity of construction configuration is insufficient, accumulated water cannot be timely discharged, and finally large-scale well logging accidents occur, so that serious life and property losses are caused.
In addition, the pump station of the existing mechanical drainage technology has huge power consumption, and particularly has large mechanical load when working under severe conditions of high altitude and severe cold, and the water pump is extremely easy to break down, so that the problems of high maintenance frequency, high maintenance cost, long maintenance period and the like are outstanding.
Therefore, the development of the tunnel large-flow karst water-gushing counter-slope drainage method has urgent research value, good economic benefit and industrial application potential, and is the power place and foundation for the completion of the invention.
Disclosure of Invention
The present inventors have conducted intensive studies to overcome the above-mentioned drawbacks of the prior art, and have completed the present invention after a great deal of creative effort.
Specifically, the technical problems to be solved by the invention are as follows: the method is matched with the relay drainage system of the prior multi-stage pump station of the tunnel, and the large-flow water burst is discharged from the tunnel inner face to the outside of the tunnel by the water pressure effect of the water burst point.
In order to achieve the above purpose, the present invention provides the following technical solutions:
a tunnel large-flow karst water gushing counter-slope drainage method comprises the following steps:
(1) Two groups of drainage pipe groups are arranged in the tunnel, wherein one group is a multi-stage pump station drainage pipeline G Pump with a pump body Another group is a special drainage pipeline G Special purpose The method comprises the steps of carrying out a first treatment on the surface of the The special drainage pipeline G Special purpose Special drainage steel pipe G Special steel The pump station water collection tank is connected with each stage of pump station water collection tank;
(2) Confirming a large-flow water-flushing point i after excavation of a tunnel face, installing a plugging water guide device at the water-flushing point i, and enabling the water guide device to be connected with a special drainage pipeline G Special purpose Are connected;
(3) Through special drain pipeline G Special purpose Step-by-step test discharge, recording test discharge flow q of each discharge point j Test j ；
(4) According to the water burst point plan drainage q Planning And test discharge flow q Test j And combines the discharge flow q of the discharge point in the drainage process j Dynamically controlling the discharge point;
(5) And (5) formulating a tunnel treatment technical scheme according to the flow state of the water inrush point.
In the present invention, as an improvement, the dedicated drain line G Special purpose Comprises a water diversion steel pipe G arranged in a plugging water guide device Guiding device And connect the water diversion steel pipe G Guiding device And special drainage steel pipe G Special steel The special drainage steel pipe G Special steel The design pipe diameter of the steel pipe is calculated by adopting the following formula:
△H＝H max －H 0 ；
wherein: p (P) max The water pressure of the water point with the maximum burial depth is calculated; q c The emission amount is the emission point of the hole; Δh is the difference in elevation of the point of maximum burial depth relative to the opening; zeta type c Is the resistance coefficient of the pipeline system; a is the cross-sectional area of the pipeline; h max The elevation of the water point of the maximum burial depth; h 0 Is the elevation of the opening.
In the present invention, as an improvement, the dynamic control of the discharge point in the step 4 adopts the following steps:
1) Comparative bleed Point test bleed flow q Test j And water burst point planned drainage q Planning Determining a first discharge point;
2) Discharge flow q at the discharge point j Planned drainage q of water burst point less than or equal to Planning In this case, the discharge point should be adjusted to j+1 so that the discharge flow rate q of the discharge point j+1 j+1 ≥q Planning And ensure that the design drainage capacity Q > Q of the pump station j+1 +Q Real world Wherein Q is Real world The actual displacement of the pump station;
and so on, the discharge point is dynamically controlled.
In the invention, as an improvement, the large-flow water gushing point i in the step 2 refers to the single-point water gushing amount f of the water gushing point i ≥1000m 3 /h, or the single point water burst quantity f of the water burst point i And the design drainage capacity Q of the pump station is not less than.
In the present invention, as an improvement, the dedicated drain line G in the step 1 Special purpose The tunnel portal extends to a position 50m away from the tunnel face, an automatic flowmeter is arranged at a tunnel portal end pipe joint, water outlets are reserved on pipe joints at water collecting ponds of pump stations at all levels through tee joints, and a valve and the automatic flowmeter are arranged at the water collecting pond pipe joints.
In the present invention, as an improvement, the water burst point in the step 4 plans the water discharge q Planning The water storage capacity and the construction period of the water inrush point are combined to determine, and the design water drainage capacity Q of the pump station is larger than the planned water drainage capacity Q of the water inrush point Planning And pump station actual drainageQuantity Q Real world And (3) summing.
In the present invention, as an improvement, the step 5 includes two modes:
1) Discharge flow q at the discharge point j When the water is rapidly reduced in a short time, the water reserves of the water-gushing points are limited and the water supply is weak, and the construction is excavated after the gushing water of the water-gushing points is discharged;
2) When q j When the change is not large for a long time, the water static reserve of the water gushing point is large or the water supply is strong, geological forecast is carried out, the water condition is detected, and the advanced curtain grouting or the advanced full-section grouting or the radial grouting measures are adopted to plug the water gushing pipeline in time for excavation.
Compared with the prior art, the invention has the beneficial effects that:
(1) According to the invention, by establishing the closed pipeline, water burst flows from a high water pressure (water burst point) to a low water pressure (hole), the drainage capacity is self-adaptive to the water burst quantity and water pressure of the water burst point, and the risk of well logging accidents caused by improper matching of drainage mechanical equipment can be effectively reduced without the need of a technical personnel to survey and estimate the design.
(2) The invention is used in combination with pipelines of a multi-stage pump station, reduces the configuration of mechanical equipment such as a water pump of a mechanical drainage system by utilizing the water pressure of the water burst point, and simultaneously reduces the load of the drainage mechanical equipment and the matching of maintenance, power energy and the like.
Drawings
For a clearer description of embodiments of the invention, or of the prior art, reference will be made briefly to the drawings, in which like elements or parts are generally indicated by like reference numerals throughout the several views, and in which the elements or parts are not necessarily drawn to actual scale.
FIG. 1 is a schematic plan view of a drainage assembly within a tunnel;
FIG. 2 is a schematic elevational view of a drainage assembly within a tunnel;
FIG. 3 is a schematic longitudinal cross-sectional view of a drainage assembly within a tunnel;
FIG. 4 is a schematic diagram of tunnel water burst point treatment construction;
FIG. 5 is an elevation view of the block water guide;
FIG. 6 is a schematic longitudinal section of the first embodiment;
in the figure, 1, a face, 2, a plugging steel plate, 3, a diversion steel pipe, 4, a temporary water bin, 5, a movable water pump, 6, a movable water drain pipe, 7, a pump station, 8, a water guide hose, 9, a special water drain steel pipe, 10, a pump station pipeline, 11, a water collecting tank, 12, 1 st layer of concrete, 13, 2 nd layer of concrete, 14, an anchor pull rod, 15, an anchor pull hole, 16 and a water stop adhesive tape.
Detailed Description
Embodiments of the technical scheme of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for more clearly illustrating the technical aspects of the present invention, and thus are merely examples, and are not intended to limit the scope of the present invention.
A tunnel large-flow karst water gushing counter-slope drainage method comprises the following steps:
(1) As shown in FIG. 2, two groups of drainage pipe groups are arranged at the corners of the tunnel, wherein one group is a multi-stage pump station drainage pipeline G Pump with a pump body The multi-stage pump station is provided with a drainage pipeline G Pump with a pump body Is an existing pump station pipeline structure, and consists of a water collecting tank 11, a pump station 7 and a pump station pipeline 10, and the other group is a special drainage pipeline G Special purpose The special drainage pipeline G Special purpose The special drainage steel pipe 9 is connected with the water collecting tank 11 of each pump station, so that the special drainage pipeline G Special purpose Realizing gradual discharge;
(2) Confirming a large-flow water-flushing point i after excavation of a tunnel face, installing a plugging water guide device at the water-flushing point i, and enabling the water guide device to be connected with a special drainage pipeline G Special purpose Are connected;
(3) Through special drain pipeline G Special purpose Step-by-step test discharge, recording test discharge flow q of each discharge point j Test j ；
(4) According to the water burst point plan drainage q Planning And test discharge flow q Test j And combines the discharge flow q of the discharge point in the drainage process j Dynamically controlling the discharge point;
(5) And (5) formulating a tunnel treatment technical scheme according to the flow state of the water inrush point.
In the step 2, after confirming that a large-flow water-gushing point i appears after the tunnel face is excavated, as shown in fig. 4 and 5, spraying a 1 st layer of concrete 12 outside the outline of the water-gushing point and beating an anchor pull rod 14, rapidly installing a blocking water guide device, then spraying a 2 nd layer of concrete 13, and completing the installation of the blocking water guide device, wherein the blocking water guide device comprises a water diversion steel pipe 3 and a blocking steel plate 2, a valve and a pressure gauge are installed at the exposed end of the water diversion steel pipe 3, the size of the blocking steel plate can cover the outline of the water-gushing point, a water stop adhesive tape 16 is arranged on one side facing surrounding rock, and anchor pull holes 15 are formed in four corners.
As shown in fig. 1, the special drainage steel pipe 9 in the step (1) extends from the tunnel portal to a position 50m away from the front of the tunnel face 1, an automatic flowmeter is installed at the pipe joint at the portal end of the steel pipe, as shown in fig. 3, the pipe joint at the water collecting tank 11 of each stage of pump station 7 is connected with the water collecting tank 11 through a tee water outlet, and a valve and the automatic flowmeter are installed on the pipe joint.
The special drainage pipeline further comprises a water guide hose 8 connected with the water guide steel pipe 3 and the special drainage steel pipe 9, and the special drainage steel pipe 9 is used for ensuring that the drainage amount of the hole discharge point can meet the requirements of construction period, so that the design pipe diameter of the special drainage steel pipe 9 is as follows:
△H＝H max －H 0 ；
wherein: p (P) max The water pressure of the water point with the maximum burial depth is calculated; q c The range of the emission amount for the emission point of the hole is as follows: 1000-2000 m 3 /h; delta H is the maximum water point (elevation H) max ) Relative hole (elevation H) 0 ) Is a height difference of (2); zeta type c The resistance coefficient of the pipeline system is 0.3 to 0.4 according to the working condition; a is the cross-sectional area of the pipeline.
And calculating the pipe diameter d according to a calculation formula of the cross-sectional area and the pipe diameter of the pipeline.
In the step (2)The large-flow water-gushing point i refers to the single-point water-gushing quantity f of the water-gushing point i ≥1000m 3 /h, or the single point water inflow f of water inflow point i i And the water discharge capacity is designed for the pump station.
The dynamic control of the discharge point in the step (4) adopts the following steps:
1) Comparative bleed Point test bleed flow q Test j And water burst point planned drainage q Planning Discharge point test discharge flow q Test j Is larger than the planned drainage quantity q of the water burst point Planning Determining that the value of a first discharge point j is 0-n, wherein the discharge flow of the discharge point trial discharge and the planned discharge of the water burst point are required to meet q Test j ≥q Planning At the same time, Q > Q is required Planning +Q Real world ，Q Real world The actual displacement of the pump station during tunnel construction;
2)q j will decrease with the decrease of the water head of the water-gushing point, when q j ≤q Planning In this case, the discharge point should be adjusted to j+1 so that the discharge flow rate q of the discharge point j+1 j+1 ≥q Planning And ensure Q > Q j+1 +Q Real world And so on.
The water burst point in the step (4) plans the water discharge q Planning The water storage capacity and the construction period of the water inrush point are determined and the water inrush point is required to be combined, and the water storage capacity and the construction period of the water inrush point are required to meet the requirement that Q is more than Q Planning +Q Real world 。
In the step (5), the tunnel treatment technical scheme comprises reinforcement, drainage, plugging, excavation and the like, and comprises the following two modes according to the state of water burst points:
1) Discharge flow q at the discharge point j When the water storage capacity of the water inrush point i is limited and the replenishment is weak, excavating construction is performed after the water inrush of the water inrush point i is drained in a short time;
2) When q j When the change is not large for a long time, the water static reserve of the water gushing point is large or the water supply is strong, geological forecast is carried out, the water condition is detected, and the advanced curtain grouting or the advanced full-section grouting or the radial grouting measures are adopted to plug the water gushing pipeline in time for excavation.
In order to adapt to the early-stage drainage requirement, a drainage channel is increased through a movable drain pipe 6 and a temporary water sump 4 connected with the movable drain pipe 6, and a movable water pump 5 is arranged on the movable drain pipe 6.
Embodiment one:
a two-lane highway tunnel is positioned in karst development area, underground solution pipe, solution tank and karst cave are developed, solution pipe with diameter of about 0.8-1.4 m is disclosed for many times in construction, and maximum water burst quantity of solution pipe is up to 2000m 3 And/h. The tunnel positive tunnel entrance working area is constructed by reverse slope (gradient: 17.8%o), and the maximum water inflow of the tunnel design is about 53420m 3 And/d, simultaneously using the relay drainage of the multi-stage pump station and the drainage of the technology of the invention, wherein the drainage capacity of the pump station is 1.2 times of the design maximum water inflow, and the standby pump station is configured for 50% of the drainage capacity of the main pump, and the specific implementation mode comprises the following steps:
(1) As shown in FIG. 6, 1300 mm multi-stage pump station drainage pipeline G is arranged at the left foot of the tunnel Pump with a pump body And 1 special drainage pipeline G Special purpose Special drainage pipeline G Special purpose Consists of a plurality of sections of 3m long seamless steel pipes which are connected, and a special drainage pipeline G Special purpose The tunnel portal extends to a position 50m away from the tunnel face, an automatic flowmeter is arranged at a tunnel portal end pipe joint, a water outlet is reserved on the pipe joint at the water collecting pool of each pump station through a tee joint, and a valve and the automatic flowmeter are arranged on the pipe joint.
Wherein, special drainage pipeline G Special purpose Connected special drainage steel pipe G Special steel The design pipe diameter d is calculated as follows:
wherein: p (P) max 1MPa; q c 2000m 3 /h; ΔH is 80m; zeta type c 0.4.
Substituting formula to calculate d is about 200.8mm, so that the special drainage steel pipe (G Special purpose ) The pipe diameter d is 200mm.
(2) When the tunnel left line positive hole is constructed to ZK77+680, the lower part of the tunnel face exposes a solution pipe with the diameter of 0.9m, and the water inflow is about 1500m 3 And (h) arranging construction groups on site by a construction unit, and carrying out water inrush point treatment construction, wherein the construction steps are as follows:
1) Spraying a first layer of C30 early strength concrete, wherein the thickness is 5cm, and the surface of the concrete is smooth;
2) 4 lines of 3.0m length are arranged at the position 50cm in the horizontal direction and 20cm in the vertical direction outside the outline of the water gushing pointAn anchor pull rod;
3) According to the positioning of the anchor rod, a water guide device is installed and blocked, as shown in figure 5, so that water gushes from the water diversion steel pipe G Guiding device Discharging;
4) And spraying the 2 nd layer of C30 early strength concrete, wherein the thickness is 20cm, and the surface of the concrete is smooth.
The size and the length of the plugging steel plate in the plugging water guide device are 90+50+50+5+5=200 cm, the width is 90+20+20+5+5=140 cm, and the thickness is 1cm; adhering a water stop adhesive tape to one side of the plugging steel plate facing the surrounding rock, wherein the adhering position is 10cm in the horizontal direction and 10cm in the vertical direction outside the outline of the water inrush point; water diversion steel pipe G Guiding device Adopting a seamless steel pipe with the length of 50cm and the diameter of 20cm, processing external threads at the exposed end, installing a valve and a pressure gauge, welding the other end of the seamless steel pipe with the length of 50cm and the diameter of 20cm with a plugging steel plate, and perforating the plugging steel plate at the welding part; according to the anchor pull rod positioning, the blocking steel plate burns anchor pull holes, and the anchor pull holes penetrate through the anchor pull rod and are locked by using a nut backing plate.
(3) Connecting water-guiding steel pipes G by using hoses through joints Guiding device And special drainage steel pipe G Special steel Opening the water diversion steel pipe G Guiding device Through the valve of the special water drainage steel pipe G Special steel Valves at the water pools of each stage of pump station are used for respectively testing and discharging water step by step from the pump station n to the hole, and the tested discharge q of each discharging point is recorded Test j The method comprises the following specific steps:
1) Two ends of the adopted hose are respectively provided with an external thread connecting joint, and one end of the hose is connected with a water diversion steel pipe G Guiding device The other end is connected with a special drainage steel pipe G Special steel Connecting;
2) Hose, special drainage steel pipe G Special steel Water diversion steel pipe G Guiding device After the connection is completed, checking whether water leakage and water gushing occur at the water draining pipeline and the closed water gushing point;
3) Special row for gradually opening water pools of pump stations with discharge points of 0-4Water steel pipe G Special steel The valve, wherein the opening is a discharge point 0, and is sequentially arranged to a discharge point 4 in the direction of the face, and simultaneously, the special drainage steel pipe G of the water collecting pool of other pump stations is closed Special steel Valve, record discharge q Test j The conditions are as follows:
TABLE 1 discharge q Test j Recording
| Discharge point j | Discharge q Try, j /(m 3 /h) |
| 0 | 1010 |
| 1 | 1060 |
| 2 | 1150 |
| 3 | 1220 |
| 4 | 1300 |
(4) According to the water burst point plan drainage q Planning And test discharge flow q Test j And combining the discharge quantity q of each discharge point in the drainage process j The change condition, the dynamic control discharge point j, the specific operation is as follows:
1) Taking the water inrush point condition and construction period of advanced geological forecast judgment into consideration, and preliminarily determining q Planning 1000m 3 S, satisfy: q > Q Planning +Q Real world The design drainage capacity Q of the middle pump station is 2670m 3 Actual displacement Q of pump station during tunnel construction Real world 1300m of 3 /s；
2) Comparison q Test j And q Planning Determining the first discharge point as 0, namely directly discharging from the hole, satisfying q Test 0 ≥q Planning 。
(5) And (3) formulating and perfecting technical schemes such as tunnel reinforcement, drainage, plugging, excavation and the like according to the state of the water burst point. The specific description is as follows:
1) The tunnel automatic flowmeter stores flow data according to the frequency of 5 times/h, adopts data analysis software to draw a flow-time tense curve, and discovers that the special drainage steel pipe G is obtained through analysis of 30 days of data Special steel Q of (2) 0 About 1010 to 1180m 3 And/h, a state in which the change over time is not large is exhibited.
2) The analysis is carried out by combining the supplementary geological survey condition of ZK77+680 section, the water burst point is very likely to be a branch pipe of an underground river, the water body has high water pressure and large reserve and has strong supply, and accordingly, a plugging and excavation plan is formulated as follows:
closing the water-guiding steel pipe G Guiding device The valve of the water pump makes the water body at the water-flushing point static; simultaneously, drilling and grouting construction of advanced full-section grouting are carried out on the tunnel face, and a water-surging point path is blocked and isolated from the tunnel excavation outline by 3m; and after the advanced full-section grouting meets the design requirement, excavating and supporting construction is carried out according to the original design construction method.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention, and are intended to be included within the scope of the appended claims and description.
Claims (5)
1. A tunnel large-flow karst water gushing counter-slope drainage method is characterized by comprising the following steps:
(1) Two groups of drainage pipe groups are arranged in the tunnel, wherein one group is a multi-stage pump station drainage pipeline G Pump with a pump body Another group is a special drainage pipeline G Special purpose The method comprises the steps of carrying out a first treatment on the surface of the The special drainage pipeline G Special purpose Special drainage steel pipe G Special steel The pump station water collection tank is connected with each stage of pump station water collection tank;
(2) Confirming a large-flow water-flushing point i after excavation of a tunnel face, installing a plugging water guide device at the water-flushing point i, and enabling the water guide device to be connected with a special drainage pipeline G Special purpose Are connected;
(3) Through special drain pipeline G Special purpose Step-by-step test discharge, recording test discharge flow q of each discharge point j Test j ；
(4) According to the water burst point plan drainage q Planning And test discharge flow q Test j And combines the discharge flow q of the discharge point in the drainage process j Dynamically controlling the discharge point;
(5) According to the flow state of the water inrush point, a tunnel treatment technical scheme is formulated;
the special drainage pipeline G Special purpose Comprises a water diversion steel pipe G arranged in a plugging water guide device Guiding device And connect the water diversion steel pipe G Guiding device And special drainage steel pipe G Special steel The special drainage steel pipe G Special steel The design pipe diameter of the steel pipe is calculated by adopting the following formula:
wherein Δh=h max -H 0 ；
Wherein: p (P) max The water pressure of the water point with the maximum burial depth is calculated; q c The emission amount is the emission point of the hole; Δh is the difference in elevation of the point of maximum burial depth relative to the opening; zeta type c Is the resistance coefficient of the pipeline system; a is the cross-sectional area of the pipeline; h max The elevation of the water point of the maximum burial depth; h 0 Is a holeAn opening elevation;
the dynamic control of the discharge point in the step 4 adopts the following steps:
1) Comparative bleed Point test bleed flow q Test j And water burst point planned drainage q Planning Determining a first discharge point;
2) Discharge flow q at the discharge point j Planned drainage q of water burst point less than or equal to Planning In this case, the discharge point should be adjusted to j+1 so that the discharge flow rate q of the discharge point j+1 j+1 ≥q Planning And ensure that the design drainage capacity Q > Q of the pump station j+1 +Q Real world Wherein Q is Real world The actual displacement of the pump station;
and so on, the discharge point is dynamically controlled.
2. The method for draining the large-flow karst water in the tunnel against the slope according to claim 1, which is characterized in that: the large-flow water gushing point i in the step 2 refers to the single-point water gushing amount f of the water gushing point i ≥1000m 3 /h, or the single point water burst quantity f of the water burst point i And the design drainage capacity Q of the pump station is not less than.
3. The method for draining the large-flow karst water in the tunnel against the slope according to claim 1, which is characterized in that: the special drainage pipeline G in the step 1 Special purpose The tunnel portal extends to a position 50m away from the tunnel face, an automatic flowmeter is arranged at a tunnel portal end pipe joint, water outlets are reserved on pipe joints at water collecting ponds of pump stations at all levels through tee joints, and a valve and the automatic flowmeter are arranged at the water collecting pond pipe joints.
4. The method for draining the large-flow karst water in the tunnel against the slope according to claim 1, which is characterized in that: the water burst point in the step 4 plans the water discharge q Planning The water storage capacity and the construction period of the water inrush point are combined to determine, and the design water drainage capacity Q of the pump station is larger than the planned water drainage capacity Q of the water inrush point Planning And the actual displacement Q of the pump station Real world And (3) summing.
5. The method for reverse slope drainage of high-flow karst water in tunnels according to claim 1, wherein the step 5 comprises the following two modes:
1) Discharge flow q at the discharge point j When the water is rapidly reduced in a short time, the water reserves of the water-gushing points are limited and the water supply is weak, and the construction is excavated after the gushing water of the water-gushing points is discharged;
2) When q j When the change is not large for a long time, the water static reserve of the water gushing point is large or the water supply is strong, geological forecast is carried out, the water condition is detected, and the advanced curtain grouting or the advanced full-section grouting or the radial grouting measures are adopted to plug the water gushing pipeline in time for excavation.
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