CN113565566A - Construction method for dewatering, depressurizing and stabilizing tunnel face of water-rich composite stratum - Google Patents
Construction method for dewatering, depressurizing and stabilizing tunnel face of water-rich composite stratum Download PDFInfo
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- CN113565566A CN113565566A CN202110976084.2A CN202110976084A CN113565566A CN 113565566 A CN113565566 A CN 113565566A CN 202110976084 A CN202110976084 A CN 202110976084A CN 113565566 A CN113565566 A CN 113565566A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
Abstract
The invention relates to the technical field of tunnel engineering construction, and provides a construction method for dewatering, depressurizing and stabilizing a tunnel face of a water-rich composite stratum, wherein a small blasting method is adopted, so that a blast vibration crack is formed in a rock body close to the water-rich composite stratum, the situation that the actual distance from the tunnel face to the water-rich composite stratum is smaller than the minimum safe distance due to excessive blasting and breaking of the rock body is avoided, and the stability of the tunnel face after blasting is ensured; the explosive holes, the volume compensation holes and the water-rich composite stratum are communicated with each other through the blast vibration cracks, so that the formation of a hydraulic channel is promoted, underground water in the water-rich composite stratum is discharged through the explosive holes and the volume compensation holes, and the water pressure around the tunnel is further reduced; after the water pressure around the tunnel reduces to the construction requirement, utilize explosive hole and volume compensation hole to carry out the slip casting in order to consolidate the rock mass, improved the stability of rock mass, avoided the tunnel hole body to appear gushing the risk of water gushing mud suddenly in the excavation operation in-process, ensured the stability of face.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a construction method for dewatering, depressurizing and stabilizing a tunnel face of a water-rich composite stratum.
Background
The deeply buried long and large mountain tunnel often passes through various stratums with complex geological conditions, the combined action of stress release and high water pressure after tunnel excavation aggravates the problem of tunnel deformation, disasters such as collapse, water burst and mud burst easily occur in the construction process, a large amount of economic losses are caused, the life safety of constructors is seriously threatened, a series of serious secondary disasters such as surface subsidence of a tunnel site area and water resource exhaustion are even induced, and serious environmental damage is caused.
At present, in the excavation process of a deeply buried long and large mountain tunnel, in order to prevent disastrous accidents such as collapse, water inrush and mud inrush and the like in the construction process, an advanced drainage method is often adopted for drainage. The existing advanced drainage methods mainly comprise two methods, namely tunnel face pit drainage and advanced drainage guide pipe drainage.
The tunnel face pilot pit drainage method needs to excavate pilot pits at the tunnel face, but the excavation of the pilot pits needs longer construction time, so that the construction period is prolonged; and because the size of the pilot tunnel is large, the rock body cracks are exposed outside after the pilot tunnel is excavated, and then a large amount of filling materials among the rock body cracks are lost, so that the structural property of the surrounding rock is seriously damaged, the self-stability capability of the surrounding rock is reduced, and particularly in a high-water-pressure fracture zone which is not agglomerated, accidents such as the failure and the collapse of a tunnel face easily occur.
The advanced drainage guide pipe drainage method needs geological exploration on a water-rich section of a surrounding rock, provides a very detailed advanced geological prediction basis to accurately determine the position of fracture water, and provides a reference for the drilling position of a subsequent drainage hole, so that higher requirements are provided for exploration equipment and exploration personnel. If the position of the fissure water is not accurate, the situation that the drainage hole cannot drain water can occur when the drainage hole is drilled subsequently, at the moment, the drainage hole needs to be drilled at other positions of the tunnel face until the drainage hole can drain water, so that too many drainage holes are drilled on the tunnel face, the construction time is increased, the self-stability capability of the surrounding rock is reduced, and accidents such as tunnel face failure and collapse are easy to occur in severe cases.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a construction method for dewatering, depressurizing and stabilizing the tunnel face of the water-rich composite stratum, which not only can lead out underground water enriched in the composite stratum to release water pressure, but also can ensure the stability of the tunnel face.
The technical scheme adopted by the invention for solving the technical problems is as follows: the construction method of the water-rich composite stratum hydrophobic pressure-reducing stable tunnel face comprises the following steps:
s1, detecting the position of the water-rich composite stratum, and calculating the minimum safe distance from the tunnel face to the water-rich composite stratum;
s2, when the actual distance between the face and the water-rich composite stratum is greater than the minimum safe distance, drilling explosive holes and volume compensation holes which are arranged in a staggered mode at the middle upper portion of the face; the explosive holes and the volume compensation holes extend along the direction from the tunnel face to the water-rich composite stratum; the depths of the explosive holes and the volume compensation holes are smaller than the actual distance from the tunnel face to the water-rich composite stratum;
s3, arranging explosives at the bottom of each explosive hole; then, initiating explosive to form a blast vibration crack which is used for communicating the water-rich composite stratum, the explosive hole and the volume compensation hole with each other in the rock body; then, draining the underground water in the water-rich composite formation through the explosive holes and the volume compensation holes;
s4, when the water discharge amount in the explosive hole or the volume compensation hole is less than 10m3After the completion of the injection, all the explosive holes and the volume compensation holes are grouted and reinforced;
and S5, after grouting reinforcement of all the explosive holes and the volume compensation holes is completed, excavating the tunnel body from the tunnel face.
Further, the wire-charging density of the explosive loaded in the explosive hole is calculated according to the formula (1):
wherein q is1Is the thread charge density in kg/m; sigmacIs the uniaxial compressive strength of the rock, in MPa; a is the spacing between adjacent holes, and the unit is m; dbThe diameter of the explosive hole is expressed in m.
Further, the distance from the bottom of the explosive hole to the water-rich composite stratum is L1; wherein L1 is more than or equal to 0.2m and less than or equal to 0.5 m; the length of explosive arranged in the explosive hole is L2; wherein, L2 is more than or equal to 4.4 xL 1 and less than or equal to 10.55 xL 1.
Furthermore, the diameters of the explosive holes and the volume compensation holes are equal, and the distance between any two adjacent holes is equal.
Furthermore, the diameters of the explosive holes and the volume compensation holes are 40-100 mm; the distance between any two adjacent holes is 7-12 times of the hole diameter.
Further, the minimum distance from the edge of the palm surface to each explosive hole is 0.5 m; the minimum distance from the edge of the tunnel face to each volume compensation hole is 0.5 m.
Further, in step S2, the explosive holes and the volume compensation holes are inclined upward in the direction from the face of the rock to the water-rich composite formation.
Furthermore, the explosive hole and the volume compensation hole respectively form an included angle beta with the horizontal plane; wherein beta is more than or equal to 4 degrees and less than or equal to 8 degrees.
Further, in step S4, when grouting is performed in a certain explosive hole or volume compensation hole, it is determined that the grouting is terminated when the grout flows out from the explosive hole or volume compensation hole that is not grouted.
Further, the minimum safe distance from the face to the water-rich composite stratum is calculated according to the formula (2):
wherein L is the minimum safe distance from the tunnel face to the water-rich composite stratum, and the unit is m; sigma3The lateral pressure of the debris flow stratum to the rock at the limit equilibrium state is expressed in Pa; d is the tunnel hole diameter, and the unit is m;
the internal friction angle of the rock body at the rock tray is shown as an angle in degrees; sigma'1The vertical soil pressure at the rock is expressed in Pa; lambda' is the lateral pressure coefficient at the rock pan; c' is the cohesion force in the rock mass at the rock disk, and the unit is Pa.
The invention has the beneficial effects that:
according to the construction method for dewatering, depressurizing and stabilizing the tunnel face of the water-rich composite stratum provided by the embodiment of the invention, a small blasting method is adopted, shot-vibration cracks are formed in the rock mass close to the water-rich composite stratum, the situation that the actual distance from the tunnel face to the water-rich composite stratum is smaller than the minimum safe distance due to excessive blasting and vibration breaking of the rock mass is avoided, and the stability of the tunnel face after blasting is ensured; the explosive holes, the volume compensation holes and the water-rich composite stratum are communicated with each other through the blast vibration cracks, so that the formation of a hydraulic channel is promoted, underground water in the water-rich composite stratum is discharged through the explosive holes and the volume compensation holes, and the water pressure around the tunnel is further reduced; after the water pressure around the tunnel reduces to the construction requirement, utilize explosive hole and volume compensation hole to carry out the slip casting in order to consolidate the rock mass, not only realize once drilling and use many times, improved the stability of rock mass moreover after the thick liquid solidifies, avoided the tunnel hole body to appear gushing the risk of water gushing mud suddenly in the excavation operation process, ensured the stability of face, improved the security and the reliability of construction.
Compared with the existing tunnel face pit guiding and draining method, the construction method for dewatering, depressurizing and stabilizing the tunnel face of the water-rich composite stratum provided by the embodiment of the invention has the advantages that the tunnel face is not required to be constructed, the rock body cracks are prevented from being directly exposed outside, the problem that a large amount of filling materials among the rock body cracks are lost due to the drainage of the tunnel face is solved, the self-stabilizing capacity of surrounding rocks is ensured, the accidents of tunnel face failure and collapse in the draining process are avoided, and the construction period is greatly reduced.
Compared with the existing advanced drainage conduit drainage method, the construction method for the water-rich composite stratum drainage pressure reduction and stabilization tunnel face provided by the embodiment of the invention does not need to accurately calculate the drilling position before drilling the explosive hole and the volume compensation hole, reduces the requirements on exploration equipment and exploration personnel, solves the problem of the reduction of the self-stabilization capability of surrounding rocks caused by drilling too many drainage holes on the tunnel face, and ensures the stability of the tunnel face.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly described below; it is obvious that the drawings in the following description are only some embodiments described in the present invention, and that other drawings can be obtained from these drawings by a person skilled in the art without inventive effort.
FIG. 1 is a schematic view of a structure after drilling holes for explosives and holes for volume compensation on a face of a rock;
FIG. 2 is a schematic illustration of the arrangement after installation of the explosive in the explosive hole;
figure 3 is a schematic illustration of the structure after initiation of the explosive to form blast fractures in the rock mass.
The reference numbers in the figures are: 101-face, 102-water-rich composite stratum, 103-explosive hole, 104-volume compensation hole, 105-explosive, 106-vibration crack and 107-water-rich area.
Detailed Description
In order that those skilled in the art will better understand the present invention, the following further description is provided in conjunction with the accompanying drawings and examples. It is to be understood that the described embodiments are merely a few embodiments of the invention, and not all embodiments. The embodiments and features of the embodiments of the invention may be combined with each other without conflict.
Referring to fig. 1 to 3, the construction method of the hydrophobic, pressure-reducing and stable tunnel face of the water-rich composite formation provided by the embodiment of the invention comprises the following steps:
s1, detecting the position of the water-rich composite stratum 102, and calculating the minimum safe distance from the tunnel face 101 to the water-rich composite stratum 102;
s2, when the actual distance between the face 101 and the water-rich composite stratum 102 is larger than the minimum safe distance, drilling staggered explosive holes 103 and volume compensation holes 104 in the middle upper part of the face 101; the explosive holes 103 and the volume compensation holes 104 extend along the direction from the tunnel face 101 to the water-rich composite stratum 102; the depths of the explosive holes 103 and the volume compensation holes 104 are smaller than the actual distance from the tunnel face 101 to the water-rich composite stratum 102;
s3, installing explosive 105 at the bottom of each explosive hole 103; then initiating explosive 105 to form a blast vibration crack 106 which is used for communicating the water-rich composite stratum 102, the explosive hole 103 and the volume compensation hole 104 with each other in the rock body; then, the underground water in the water-rich composite stratum 102 is drained through the explosive holes 103 and the volume compensation holes 104;
s4, when the water discharge amount in the explosive hole 103 or the volume compensation hole 104 is less than 10m3After the/h, grouting all the explosive holes 103 and the volume compensation holes 104 for reinforcement;
and S5, after grouting reinforcement of all the explosive holes 103 and the volume compensation holes 104 is completed, excavating the tunnel body from the tunnel face 101.
In the tunneling process of the tunnel, when the distance between the tunnel face 101 and the water-rich composite stratum 102 of the tunnel is smaller than a certain distance, under the combined action of high water pressure and high ground stress, the tunnel face 101 can not withstand the pressure of water and soil behind, so that disasters such as collapse, water inrush and mud inrush can occur, and the distance is the minimum safety distance.
In step S1, when the position of the water-rich composite formation 102 is detected, the induced polarization method may be used to preliminarily determine the water content in the water-rich composite formation 102, and then the advanced geological drilling rig is used to drill the water content in front of the tunnel face 101. And determining the surrounding rock parameters of the water-rich composite stratum 102 by combining a geological survey report and a field test, and calculating the minimum safe distance from the tunnel face 101 to the water-rich composite stratum 102 according to the surrounding rock parameters. The minimum safe distance is calculated in the step S1, which provides a theoretical basis for the subsequent hydrophobic depressurization of the water-rich composite formation 102 and prevents the instability of the tunnel face 101 during the hydrophobic depressurization.
In the embodiment of the present invention, the minimum safe distance from the face 101 to the water-rich composite formation 102 is calculated according to formula (2):
wherein, L is the minimum safe distance from the tunnel face 101 to the water-rich composite stratum 102, and the unit is m; sigma3The lateral pressure of the debris flow stratum to the rock at the limit equilibrium state is expressed in Pa; d is the tunnel hole diameter, and the unit is m;
the internal friction angle of the rock body at the rock tray is shown as an angle in degrees; sigma'1The vertical soil pressure at the rock is expressed in Pa; lambda' is the lateral pressure coefficient at the rock pan; c' is the cohesion force in the rock mass at the rock disk, and the unit is Pa.
In step S2, the actual distance from the tunnel face 101 to the water-rich composite formation 102 can be accurately calculated according to the position of the water-rich composite formation 102 detected in step S1. Referring to fig. 2, the actual distance from the face 101 to the water-rich composite formation 102 is L3, and the explosive holes 103 and the volume compensation holes 104 are drilled in a staggered arrangement in the middle-upper part of the face 101 under the condition that the minimum safety distance is ensured to be L3. Referring to fig. 1, the tunnel face 101 is divided into two parts from top to bottom, namely a drilling part located above and a stabilizing part located below; the maximum height of the drill hole part is H1, and the maximum height of the stabilizer part is H2; the sizes of H1 and H2 should be set according to theoretical calculation, and are not limited herein. The middle-upper part of the face 101 is referred to as a drilling part. The explosive holes 103 and the volume compensation holes 104 are arranged in a staggered mode: referring to fig. 1, a plurality of layers of holes are arranged from top to bottom in the middle upper part of a tunnel face 101, and the holes in two adjacent layers are staggered, and each layer of holes comprises explosive holes 103 and volume compensation holes 104 which are alternately arranged from left to right. Referring to fig. 2, explosive holes 103 and volume compensation holes 104 extend in the direction from face 101 to water-rich composite formation 102, and the depths of explosive holes 103 and volume compensation holes 104 are less than L3.
In step S3, referring to fig. 3, an explosive 105 is installed at the bottom of each explosive hole 103, then the explosive 105 is initiated to form a blast vibration fracture 106 in the rock mass, the water-rich composite formation 102, the explosive hole 103 and the volume compensation hole 104 are communicated with each other through the blast vibration fracture 106 to form a hydraulic channel, and then the groundwater in the water-rich area 107 in the water-rich composite formation 102 is drained through the explosive hole 103 and the volume compensation hole 104 to achieve the purpose of draining water and reducing pressure. Through arranging explosive hole 103 and volume compensation hole 104 staggered arrangement, can reduce the quantity of explosive 105 on the one hand, be convenient for control blasting, on the other hand, volume compensation hole 104 can play the effect of blasting buffering, prevents that the blasting from producing great destruction to the rock mass, reaches the purpose that only produces big crack 106 that shakes.
In step S4, when the water pressure in the water-rich composite formation 102 is reduced to meet the construction requirement, for example, the water discharge amount in the explosive hole 103 or the volume compensation hole 104 is less than 10m3After the tunnel cave is excavated, all the explosive holes 103 and the volume compensation holes 104 can be grouted and reinforced, so that the stability of the rock mass between the tunnel face 101 and the water-rich composite stratum 102 is improved, and the phenomenon of rock mass instability in the subsequent tunnel cave body excavation operation process is prevented. When grouting is performed to a certain explosive hole 103 or volume compensation hole 104, the judgment criterion for stopping grouting is that the un-grouted explosive hole 103 or volume compensation hole 104 has a grout flowing out.
In step S5, after all the explosive holes 103 and the volume compensation holes 104 are grouted and reinforced, the tunnel body can be excavated from the tunnel face 101.
According to the construction method for dewatering, depressurizing and stabilizing the tunnel face of the water-rich composite stratum provided by the embodiment of the invention, a small blasting method is adopted, and the blast vibration crack 106 is formed in the rock body close to the water-rich composite stratum 102, so that the situation that the actual distance from the tunnel face 101 to the water-rich composite stratum 102 is smaller than the minimum safe distance due to excessive blasting and shattering of the rock body is avoided, and the stability of the tunnel face 101 after blasting is ensured; the explosive holes 103, the volume compensation holes 104 and the water-rich composite stratum 102 are communicated with each other through the blast vibration cracks 106, so that the formation of a hydraulic channel is promoted, underground water in the water-rich composite stratum 102 is discharged through the explosive holes 103 and the volume compensation holes 104, and the water pressure around the tunnel is further reduced; after the water pressure around the tunnel reduces to the construction requirement, utilize explosive hole 103 and volume compensation hole 104 to carry out the slip casting in order to consolidate the rock mass, not only realize once drilling and use many times, improved the stability of rock mass after the thick liquid solidifies moreover, avoided the tunnel body to appear gushing the risk of water gushing mud suddenly in the excavation operation process, ensured the stability of face 101, improved the security and the reliability of construction.
In the present embodiment, the explosive charge 105 is disposed in the explosive hole 103 for the purpose of forming a blast fracture 106 in the rock mass after detonation. The energy generated after the explosive 105 is detonated is in direct proportion to the explosive 105 thread charge density, and the larger the explosive 105 thread charge density is, the larger the energy generated after the explosive 105 is detonated is, and the more serious the damage to the rock mass is.
In order to accurately control the explosive density of the explosive 105, the embodiment of the invention provides a method for calculating the explosive density of the explosive 105, for example, the explosive density of the explosive 105 arranged in the explosive hole 103 is calculated according to the formula (1):
wherein q is1Is the thread charge density in kg/m; sigmacIs the uniaxial compressive strength of the rock, in MPa; a is the spacing between adjacent holes, and the unit is m; dbThe diameter of the explosive hole is expressed in m.
The linear explosive density of the explosive 105 filled in the explosive holes 103 is respectively related to the uniaxial compressive strength of the rock, the distance between adjacent holes and the diameter of the explosive holes; in the embodiment of the invention, a plurality of groups q of the vibration fracture 106 are obtained through a test method1、σc、a、dbThe above equation (1) is then obtained by means of linear fitting. Wherein, the distance a between two adjacent holes refers to: referring to fig. 1, the distance between the centerlines of adjacent explosive holes 103 and volume compensation holes 104.
In the embodiment of the invention, the blast vibration fracture 106 is formed in the rock body and mainly depends on the linear explosive loading density of the explosive 105; but also the distance from the bottom of the explosive hole 103 to the water-rich composite formation 102 and the length of explosive 105 contained in the explosive hole 103. For example, referring to fig. 2, the distance from the bottom of the explosive hole 103 to the water-rich composite formation 102 is L1; the explosive hole 103 is internally provided with an explosive 105 with the length of L2; wherein the smaller L1 and the smaller L2, the smaller the disturbance of the rock mass after detonation of explosive 105. In the embodiment of the invention, a preferable embodiment is obtained by a plurality of tests, wherein L1 is more than or equal to 0.2m and less than or equal to 0.5 m; the explosive hole 103 is internally provided with an explosive 105 with the length of L2; wherein, L2 is more than or equal to 4.4 xL 1 and less than or equal to 10.55 xL 1.
In order to facilitate drilling of the explosive holes 103 and the volume compensation holes 104, it is preferable that the diameters of the explosive holes 103 and the volume compensation holes 104 are equal, and the distance between any two adjacent holes is equal. Thus, the same type of drilling tool can be used to drill both the explosive holes 103 and the volume compensation holes 104 in the face 101. For example, the diameter of the explosive holes 103 and the volume compensation holes 104 is 40-100 mm; the distance between any two adjacent holes is 7-12 times of the hole diameter. In order to avoid the influence on the tunnel edge after the explosive explosion, the minimum distance from the edge of the tunnel face 101 to each explosive hole 103 is preferably 0.5 m; the minimum distance from the edge of the tunnel face 101 to each volume compensation hole 104 is 0.5 m.
In order to facilitate drainage, in step S2, the explosive holes 103 and the volume compensation holes 104 are inclined upward in the direction from the face 101 to the water-rich composite formation 102. Referring to fig. 3, the explosive holes 103 and the volume compensation holes 104 respectively form an angle β with the horizontal plane; wherein beta is more than or equal to 4 degrees and less than or equal to 8 degrees.
Example 1:
the construction method for the hydrophobic pressure-reducing stable tunnel face of the water-rich composite stratum provided by the embodiment of the invention comprises the following steps:
s1, detecting the position of the water-rich composite stratum 102, and calculating the minimum safe distance L from the tunnel face 101 to the water-rich composite stratum 102 to be 20m according to the formula (2);
s2, when the actual distance L3 from the face 101 to the water-rich composite stratum 102 is 25m, drilling 6 layers of holes from top to bottom in the middle upper part of the face 101, wherein each layer of holes comprises explosive holes 103 and volume compensation holes 104 which are alternately arranged; wherein the diameters of the explosive holes 103 and the volume compensation holes 104 are both 0.045m, the distance between every two adjacent holes is 0.5m, and the distances from the bottoms of the explosive holes 103 and the volume compensation holes 104 to the water-rich composite stratum 102 are both 0.4 m; the included angles between the explosive hole 103 and the volume compensation hole 104 and the horizontal plane are both 5 degrees;
s3, installing explosive 105 at the bottom of each explosive hole 103; the wire charge density of the explosive 105 is calculated as q according to equation (1)10.221kg/m, and the charge length of explosive 105 is L2-2.4 m;then initiating explosive 105 to form a blast vibration crack 106 which is used for communicating the water-rich composite stratum 102, the explosive hole 103 and the volume compensation hole 104 with each other in the rock body; then, the underground water in the water-rich composite stratum 102 is drained through the explosive holes 103 and the volume compensation holes 104;
s4, when the water discharge amount in the explosive hole 103 or the volume compensation hole 104 is less than 10m3After the/h, grouting all the explosive holes 103 and the volume compensation holes 104 for reinforcement;
and S5, after grouting reinforcement of all the explosive holes 103 and the volume compensation holes 104 is completed, excavating the tunnel body from the tunnel face 101.
Compared with the existing tunnel face pit guiding and draining method, the construction method for dewatering, depressurizing and stabilizing the tunnel face of the water-rich composite stratum provided by the embodiment of the invention has the advantages that the tunnel face is not required to be constructed, the rock body cracks are prevented from being directly exposed outside, the problem that a large amount of filling materials among the rock body cracks are lost due to the drainage of the tunnel face is solved, the self-stabilizing capacity of surrounding rocks is ensured, the accidents of tunnel face failure and collapse in the draining process are avoided, and the construction period is greatly reduced.
Compared with the existing advanced drainage conduit drainage method, the construction method for the water-rich composite stratum drainage pressure reduction and stabilization tunnel face provided by the embodiment of the invention does not need to accurately calculate the drilling position before drilling the explosive hole and the volume compensation hole, reduces the requirements on exploration equipment and exploration personnel, solves the problem of the reduction of the self-stabilization capability of surrounding rocks caused by drilling too many drainage holes on the tunnel face, and ensures the stability of the tunnel face.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The construction method for the hydrophobic pressure-reducing stable tunnel face of the water-rich composite stratum is characterized by comprising the following steps of:
s1, detecting the position of the water-rich composite stratum (102), and calculating the minimum safe distance from the tunnel face (101) to the water-rich composite stratum (102);
s2, when the actual distance between the face (101) and the water-rich composite stratum (102) is larger than the minimum safe distance, drilling explosive holes (103) and volume compensation holes (104) which are arranged in a staggered mode in the middle upper portion of the face (101); the explosive holes (103) and the volume compensation holes (104) extend along the direction from the tunnel face (101) to the water-rich composite stratum (102); the depths of the explosive holes (103) and the volume compensation holes (104) are smaller than the actual distance from the tunnel face (101) to the water-rich composite stratum (102);
s3, installing explosives (105) at the bottom of each explosive hole (103); then detonating explosive (105) to form blast vibration cracks (106) which mutually communicate the water-rich composite stratum (102), the explosive holes (103) and the volume compensation holes (104) in the rock mass; then, draining the underground water in the water-rich composite stratum (102) through the explosive hole (103) and the volume compensation hole (104);
s4, when the water discharge amount in the explosive hole (103) or the volume compensation hole (104) is less than 10m3After the/h, all the explosive holes (103) and the volume compensation holes (104) are grouted and reinforced;
and S5, after grouting and reinforcing all the explosive holes (103) and the volume compensation holes (104), excavating the tunnel body from the tunnel face (101).
2. The construction method of the water-rich composite stratum hydrophobic pressure-reducing stable tunnel face as claimed in claim 1, wherein the linear charge density of the explosive (105) arranged in the explosive hole (103) is calculated according to formula (1):
wherein q is1Is the thread charge density in kg/m; sigmacIs the uniaxial compressive strength of the rock, in MPa; a is the spacing between adjacent holes, and the unit is m; dbThe diameter of the explosive hole is expressed in m.
3. The construction method of the water-rich composite stratum hydrophobic pressure-reducing stable tunnel face as claimed in claim 2, characterized in that the distance from the bottom of the explosive hole (103) to the water-rich composite stratum (102) is L1; wherein L1 is more than or equal to 0.2m and less than or equal to 0.5 m; the explosive hole (103) is internally provided with an explosive (105) with the length of L2; wherein, L2 is more than or equal to 4.4 xL 1 and less than or equal to 10.55 xL 1.
4. The construction method of the water-rich composite stratum hydrophobic pressure reduction stable tunnel face as claimed in claim 1, 2 or 3, wherein the diameter of the explosive hole (103) and the volume compensation hole (104) is equal, and the distance between any two adjacent holes is equal.
5. The construction method of the hydrophobic pressure-reducing stable tunnel face of the water-rich composite stratum according to claim 4, wherein the hole diameters of the explosive holes (103) and the volume compensation holes (104) are 40-100 mm; the distance between any two adjacent holes is 7-12 times of the hole diameter.
6. The construction method of the water-rich composite formation hydrophobic pressure reduction and stabilization face as claimed in claim 1, 2 or 3, characterized in that the minimum distance from the edge of the face (101) to each explosive hole (103) is 0.5 m; the minimum distance from the edge of the palm surface (101) to each volume compensation hole (104) is 0.5 m.
7. The construction method for hydrophobic depressurization stabilization of the tunnel face of the water-rich composite formation according to the claim 1, 2 or 3, wherein in the step S2, the explosive holes (103) and the volume compensation holes (104) are arranged obliquely upward along the direction from the tunnel face (101) to the water-rich composite formation (102).
8. The construction method of the water-rich composite stratum hydrophobic pressure-reducing stable tunnel face as claimed in claim 7, wherein the angle between the explosive hole (103) and the volume compensation hole (104) and the horizontal plane is β; wherein beta is more than or equal to 4 degrees and less than or equal to 8 degrees.
9. The construction method for hydrophobic depressurization stable tunnel face of the water-rich composite formation according to claim 1, 2 or 3, wherein in step S4, when grouting is performed to a certain explosive hole (103) or volume compensation hole (104), the judgment criterion for stopping grouting is that no grouting explosive hole (103) or volume compensation hole (104) has a grout flowing out.
10. The construction method for hydrophobic depressurization stabilization of the tunnel face of the water-rich composite formation according to claim 1, wherein the minimum safe distance from the tunnel face (101) to the water-rich composite formation (102) is calculated according to formula (2):
wherein L is the minimum safe distance from the tunnel face (101) to the water-rich composite stratum (102), and the unit is m; sigma3The lateral pressure of the debris flow stratum to the rock at the limit equilibrium state is expressed in Pa; d is the tunnel hole diameter, and the unit is m;
the internal friction angle of the rock body at the rock tray is shown as an angle in degrees; sigma'1The vertical soil pressure at the rock is expressed in Pa; lambda' is the lateral pressure coefficient at the rock pan; c' is the cohesion force in the rock mass at the rock disk, and the unit is Pa.
Priority Applications (1)
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