CN111271064B - Excavation construction method for water-rich stratum tunnel stabilization tunnel face - Google Patents
Excavation construction method for water-rich stratum tunnel stabilization tunnel face Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- 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
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- 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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- 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
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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Abstract
The invention relates to an excavation construction method of a water-rich stratum tunnel stabilization tunnel face, which is characterized by comprising the following steps of: step one, detecting a water-rich area in front of a tunnel face of a tunnel; step two, excavating the upper step of the pilot tunnel; step three, draining water from the upper step of the backward pilot tunnel; grouting and excavating the upper step of the backward pilot tunnel; step five, excavating a lower step of the pilot tunnel in advance; and sixthly, excavating the lower step of the backward pilot tunnel. The invention can effectively reduce the risk of water inrush on the tunnel face and ensure the safety of tunnel construction.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to an excavation construction method of a stable tunnel face of a water-rich stratum tunnel.
Background
The water-rich stratum is frequently encountered in tunnel construction, and is easy to cause water gushing and mud outburst on the tunnel face, deformation, cracking and collapse of surrounding rocks and supporting structures, influence the construction progress, endanger the construction safety, even induce geological disasters such as water resource exhaustion, surface subsidence and the like, and damage the surrounding environment.
The water-rich stratum in China is widely distributed, and particularly in western regions with complex terrain, landform and geological background, abundant water energy and mineral resources and land-road traffic network density far lower than the average level in China. With the deep development of western major development strategies and the rapid development of national economy, more long and large tunnel projects can be built in the fields of railways, highways, hydropower, cross-basin water transfer, mineral resources and the like, and water-rich strata are commonly encountered in the tunnel building process, so that great challenges are brought to the tunnel construction safety and later-period operation.
In the construction process of the tunnel in the water-rich stratum, due to the complex space environment, high water pressure and strong excavation disturbance, the tunnel face is easy to extrude and deform, even water burst, mud burst and other geological disasters are formed, and further tunnel surrounding rock instability is caused. In order to control the deformation and avoid geological disasters, measures need to be taken to release pressure, reinforce and restrict the tunnel face in the construction process so as to maintain the overall stability of the tunnel.
Chinese patent publication No. CN109139104A discloses a tunnel drainage construction method for passing through a clastic rock steep-dip reverse-flushing water-rich fault, which divides a tunnel main tunnel into a rear side section, a front side section and a middle section passing through the clastic rock steep-dip reverse-flushing water-rich fault, and sets a detour pilot tunnel at the same side of the tunnel main tunnel, thereby providing a new construction working face, and simultaneously providing a high-position drainage tunnel between the tunnel main tunnel and the detour pilot tunnel, which can discharge water applied in the fault to the maximum extent, and reduce the water pressure in the fault in front of the tunnel face. It has the problems that: as the roundabout pilot pits and the drainage tunnels are added, the excavation sections are increased, and the construction amount is increased; and the drainage method has various construction procedures, increases the construction difficulty, reduces the construction efficiency and seriously influences the construction progress.
Chinese patent publication No. CN106640129A describes a method for drainage of water in a tunnel with a water sump at a water-rich cross section, in which the water sump is arranged at an inverted arch of the tunnel, a partition wall is arranged between the water sump and the water sump, and drainage holes are arranged on the partition wall to ensure that the water sumps are communicated with each other. Through set up a plurality of sump in the tunnel, can resist the risk that gushes water flooding tunnel, ensured tunnel normal construction, process flow is simple. It has the problems that: because the water sump is arranged at the inverted arch part, the water sump needs to be installed after most of the tunnel face is excavated, and the installation time is delayed, the method cannot be used for reducing the water pressure of the tunnel face and ensuring the stability of the tunnel face.
In view of the above, it is necessary to provide a method for excavating a stable tunnel face of a tunnel in a water-rich stratum, which can quickly and safely discharge water applied to the tunnel face to reduce the water pressure of the tunnel face, and can reinforce and restrain the tunnel face to maintain the construction safety of the tunnel face and ensure the normal operation of tunnel construction.
Disclosure of Invention
The invention aims to provide an excavation construction method for a stable tunnel face of a tunnel in a water-rich stratum, which can effectively reduce the risk of water inrush on the tunnel face and ensure the safety of tunnel construction.
Therefore, the invention adopts the following technical scheme:
a construction method for excavating a stable tunnel face of a water-rich stratum tunnel comprises the following steps:
step one, detecting a water-rich area in front of a tunnel face: performing advanced geological forecast of the tunnel, detecting the water containing condition in front of the tunnel face by adopting a method combining hydrogeological survey, a geophysical prospecting method and a drilling method, and detecting the complete condition of surrounding rocks in front of the tunnel face and the distribution condition of a water-rich area;
step two, excavating the upper step of the pilot tunnel in advance: dividing a tunnel face into a front pilot tunnel and a rear pilot tunnel, determining the part with small water yield and small water pressure of the tunnel face as the front pilot tunnel according to a leading geological forecast result, adopting a small grouting guide pipe for advance pre-support, arranging conical quincunx inspection drain holes for drainage and inspection grouting effects, then performing bench excavation and timely primary support on the front pilot tunnel, constructing a middle partition wall and closing a temporary inverted arch;
step three, draining water from the upper step of the backward pilot tunnel: along the cross section direction of the tunnel, taking the upper step of the leading pilot tunnel as an initial position, driving double-layer small guide pipes with holes into the upper step of the backward pilot tunnel through a middle partition wall, and discharging water in front of the upper step face of the backward pilot tunnel by using the double-layer small guide pipes with holes;
grouting and excavating the upper step of the backward pilot tunnel: when the water yield of the double-layer small guide pipe with holes is reduced or stable, grouting slurry with a cementing effect to the upper step of the backward pilot tunnel through the double-layer small guide pipe with holes, forming a reinforcing ring with a certain thickness on rock mass around the pilot tunnel after the slurry is hardened, and performing excavation and primary supporting operation on the upper step of the backward pilot tunnel under the protection of the reinforcing ring;
step five, excavating the lower step of the pilot tunnel in advance: carrying out the operations of excavating a lower step of a prior pilot tunnel, primary spraying, net hanging, installing a peripheral and middle partition steel frame, constructing an anchor rod, re-spraying a peripheral and middle partition concrete according to the excavation footage, wherein the distance between the lower step of the prior pilot tunnel and the upper step of the prior pilot tunnel is controlled to be 5-8 m;
step six, excavating the lower step of the backward pilot tunnel: and repeating the third step and the fourth step, and performing drainage, grouting, excavation and supporting operation of the lower step of the backward pilot tunnel.
Preferably, the advance geological forecast in the step one comprises: carrying out hydrogeological survey on the tunnel face, recording the position of a water outlet point, the state of the water outlet point and the water outlet quantity, and analyzing the dynamic relation between the water outlet point, the water outlet point and the water outside the tunnel; and (4) detecting for 1 to 6 times every day, encrypting the detection times when abnormality occurs, and feeding back after detailed recording.
Preferably, the advanced geological forecast in the first step comprises a geological radar method, the position, scale and property of the unfavorable geologic body within the range of 20-50 m in front of the tunnel face are detected by adopting a Swedish MAA geological radar, the flow direction of underground water and the water pressure are forecasted, and encryption is carried out under abnormal conditions.
Preferably, the advance geological forecast in the step one comprises: and (3) advanced horizontal drilling, wherein advanced horizontal drilling verification is carried out on the basis of geological radar detection, and the geological condition within the range of 10-20 m in front of the tunnel face is forecasted.
Preferably, weak blasting excavation is adopted for excavation of the upper step of the pilot tunnel in the step two, and excavation circulation footage is controlled, wherein each circulation footage is controlled to be 0.5-0.8 m.
Preferably, the grouting small guide pipe in the second step is made of a seamless steel pipe with the diameter of 42mm, the length of the grouting small guide pipe is 4-6 m, grouting holes with the diameter of 8mm are drilled every 20cm along the pipe body, the direction of the grouting holes is parallel to the central line of the line, the distance between the grouting small guide pipe and the central line of the line is 0.3m, and the elevation angle and the external insertion angle are 10 degrees.
Preferably, the double-layer small conduit with holes in the third step is manufactured by welding pipes with the diameter of 32mm, grouting holes with the diameter of 10mm are drilled along the pipe body every 15cm and are arranged in a quincunx manner, and a grout stopping section with the length of not less than 30cm is reserved at the tail part of the pipe body; the outer layer is made of seamless steel pipes with phi 42mm, grouting holes with phi 18mm are arranged along the pipe body at intervals of 15cm and are surrounded by meshes with phi 6mm, and the tail part is sealed with the inner layer by adopting an annular steel plate; the front end of each double-layer small pipe with holes is processed into a 15cm pointed cone, the rear end of each double-layer small pipe with holes is provided with a grout stop valve, and each double-layer small pipe with holes is reserved with 15cm and welded on a middle bulkhead grid steel frame.
Preferably, the arrangement mode of the double-layer small perforated conduits in the step three is as follows: 3 rows of small double-layer perforated pipes with inclination angles are drilled in the backward pilot tunnel, the length of the small double-layer perforated pipe in the first row is 3-4 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 10-15 degrees, the distance between the small double-layer perforated pipes is 1-1.5 m, and the number of the small double-layer perforated pipes is 3-5; the length of the second row of double-layer small guide pipes with holes is 2-3 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 15-20 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5; the length of the third row of double-layer small guide pipes with holes is 1-2 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 20-25 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5.
Preferably, the double-layer small ducts with holes in the fourth step are grouted, the highest pressure of a grouting opening is controlled to be 0.5-1 Mpa, and the total double-liquid inflow of each double-layer small duct with holes is controlled to be within 30L/min.
Preferably, the grouting amount of each double-layer small perforated pipe is determined by calculation; when the pressure of the grouting opening rises, the grouting flow is reduced; when the pressure of the grouting opening reaches 1Mpa, grouting is finished.
The invention has the following beneficial effects:
the excavation construction method of the water-rich stratum stable tunnel face integrating the detection technology, the drainage technology and the pre-reinforcement technology is simple to operate, safe in construction and high in practicability, and is particularly suitable for underground engineering construction of karst strata and sandstone water-rich strata.
The invention adopts the combination of drainage and tunnel grouting technologies, designs a three-dimensional three-layer drainage grouting structure, and can realize the superposition effect of drainage and grouting on each layer;
thirdly, the novel double-layer small conduit with holes is adopted, on one hand, effective drainage can be carried out through the holes in the inner and outer layer pipe walls, water pressure of a water-rich stratum which is not excavated is released, on the other hand, the stratum can be grouted through the holes to achieve the effect of strengthening the stratum, and the stability of the tunnel face is ensured;
the single grouting hole used by the outer sleeve is smaller than the grouting hole of the inner layer, so that the filtering of crushed stone and soft mud in the stratum is facilitated, and the blocking of the grouting hole of the inner layer is prevented; meanwhile, every seven single grouting holes on the outer layer are integrated into a grouting hole network, so that the effective area of the grouting holes is enlarged, underground water can be discharged more quickly, and the grouting effect is enhanced;
based on the traditional CRD method, the construction steps are improved, the stability of each step of pilot tunnel is ensured, and the safety of tunnel construction is improved; the arrangement mode of the double-layer small pipes with holes is novel and comprehensive, and the grouting reinforcement effect and the plugging effect of the surrounding rock are improved.
Drawings
FIG. 1 is a schematic cross-sectional view of a tunnel excavation;
FIG. 2 is a schematic longitudinal section of tunnel excavation;
FIG. 3 is a front view of the inner layer of a double-layer small perforated catheter;
FIG. 4 is an elevation view of the outer layer of a double layer small perforated catheter;
FIG. 5 is a sectional view taken along line I-I' of FIG. 3.
In the figure: 1-primary support, 2-middle partition wall, 3-double-layer small conduit with holes, 4-locking anchor rod, 5-leading hole upper step excavation surface, 6-trailing hole, 7-small conduit drill bit, 8-inner and outer layer casing fixed steel pipe, 9-outer layer of porous steel sleeve body, 10-outer layer grouting hole net, 11-small conduit stop valve, 12-inner layer of porous steel sleeve body, 13-inner layer grouting hole
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail below with reference to the accompanying drawings.
Referring to fig. 1 and 2, the invention discloses a construction method for excavating a stable tunnel face of a water-rich stratum tunnel, which comprises the following steps:
step one, detecting a water-rich area in front of a tunnel face: performing advanced geological forecast of the tunnel, detecting the water containing condition in front of the tunnel face by adopting a method combining hydrogeological survey, a geophysical prospecting method and a drilling method, and detecting the complete condition of surrounding rocks in front of the tunnel face and the distribution condition of a water-rich area; advanced geological forecasting comprises: carrying out hydrogeological survey on the tunnel face, recording the position of a water outlet point, the state of the water outlet point and the water outlet quantity, and analyzing the dynamic relation between the water outlet point, the water outlet point and the water outside the tunnel; detecting for 1 to 6 times every day, encrypting the detection times when abnormality occurs, and feeding back after detailed recording; the advanced geological forecast comprises a geological radar method, wherein the position, scale and property of a bad geological body within the range of 20-50 m in front of a tunnel face are detected by adopting a Swedish MAA geological radar, the flow direction and water pressure of underground water are forecasted, and the underground water is encrypted under abnormal conditions; the advanced geological forecast further comprises: and (3) advanced horizontal drilling, wherein advanced horizontal drilling verification is carried out on the basis of geological radar detection, and the geological condition within the range of 10-20 m in front of the tunnel face is forecasted.
Step two, excavating the upper step of the pilot tunnel in advance: dividing a tunnel face into a front pilot tunnel and a rear pilot tunnel, determining the part with small water yield and small water pressure of the tunnel face as the front pilot tunnel according to a leading geological forecast result, adopting a small grouting guide pipe for advance pre-support, arranging conical quincunx inspection drain holes for drainage and inspection grouting effects, then performing upper-step excavation of the front pilot tunnel and timely primary support 1, constructing a middle partition wall 2 and closing a temporary inverted arch; weak blasting excavation is adopted, and excavation circulating footage is controlled, wherein the footage of each circulation is controlled to be 0.5-0.8 m.
Step three, draining water from the upper step of the backward pilot tunnel: along the cross section direction of the tunnel, with the upper step of the leading pilot tunnel as an initial position, driving a double-layer small guide pipe with holes 3 into the upper step of the backward pilot tunnel through a middle partition wall 2, and discharging water in front of the upper step face of the backward pilot tunnel by using the double-layer small guide pipe with holes 3; the arrangement mode of the double-layer small conduit with holes 3 is as follows: 3 rows of small guide pipes with inclination angles are drilled in the backward pilot tunnel, the length of the first row of double-layer small guide pipes with holes is 3-4 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 10-15 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5; the length of the second row of double-layer small guide pipes with holes 3 is 2-3 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 15-20 degrees, the distance between the double-layer small guide pipes with holes 3 is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5; the length of the third row of the double-layer small guide pipes with holes is 1-2 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 20-25 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5.
Grouting and excavating the upper step of the backward pilot tunnel: when the water yield of the double-layer small guide pipe with holes 3 is reduced or stable, grouting slurry with a cementing effect to the upper step of the backward pilot tunnel through the double-layer small guide pipe with holes 3, forming a reinforcing ring with a certain thickness on rock mass around the pilot tunnel after the slurry is hardened, and performing excavation and primary supporting operation on the upper step of the backward pilot tunnel under the protection of the reinforcing ring; the highest pressure of the grouting opening is controlled to be 0.5-1 Mpa, and the total double-liquid inflow of each double-layer small conduit with holes 3 is controlled to be within 30L/min. The grouting amount of each double-layer small conduit with holes 3 is determined by calculation; when the pressure of the grouting opening rises, the grouting flow is reduced; when the pressure of the grouting opening reaches 1Mpa, grouting is finished. The grouting small guide pipe is made of a seamless steel pipe with the diameter of 42mm, the length of the grouting small guide pipe is 4-6 m, grouting holes with the diameter of 8mm are drilled every 20cm along the pipe body, the direction of the grouting small guide pipe is parallel to the central line of a line, the spacing is 0.3m, and the elevation angle and the external insertion angle are 10 degrees.
Step five, excavating the lower step of the pilot tunnel in advance: carrying out the operations of excavating a lower step of a prior pilot tunnel, primary spraying, net hanging, installing a peripheral and middle partition steel frame, constructing an anchor rod, re-spraying a peripheral and middle partition concrete according to the excavation footage, wherein the distance between the lower step of the prior pilot tunnel and the upper step of the prior pilot tunnel is controlled to be 5-8 m;
step six, excavating the lower step of the backward pilot tunnel: and repeating the third step and the fourth step, and performing drainage, grouting, excavation and supporting operation of the lower step of the backward pilot tunnel.
As shown in fig. 3, 4 and 5, the inner layer of the double-layer small conduit with holes 3 is made of welded pipes with diameter of 32mm, grouting holes with diameter of 10mm are drilled along the pipe body every 15cm and are arranged in a quincunx manner, and a grout stopping section with the length of not less than 30cm is reserved at the tail part of the pipe body; the outer layer is made of seamless steel pipes with phi 42mm, grouting holes with phi 18mm are arranged along the pipe body at intervals of 15cm and are surrounded by meshes with phi 6mm, and the tail part is sealed with the inner layer by adopting an annular steel plate; the front end of each double-layer small perforated pipe 3 is processed into a 15cm pointed cone, the rear end of each double-layer small perforated pipe 3 adopts a grout stop valve, and 15cm of each double-layer small perforated pipe 3 is reserved and welded on a middle bulkhead grid steel frame.
Referring to the third, fourth and fifth figures, the novel double-layer small conduit with holes 3 is adopted as the small conduit, the inner layer of the inner diameter is made of welded pipes with the diameter of 32mm, grouting holes with the diameter of 10mm are drilled at intervals of 15cm along the pipe body and are arranged in a quincunx manner, and a grout stopping section with the length not less than 30cm is reserved at the tail part of the pipe body; the outer layer is made of seamless steel pipes with phi 42mm, grouting holes with phi 18mm are arranged along the pipe body at intervals of 15cm and are surrounded by meshes with phi 6mm, and the tail part is sealed with the inner layer by adopting an annular steel plate; the front end of each double-layer small perforated pipe 3 is processed into a 15cm pointed cone, the rear end of each double-layer small perforated pipe 3 adopts a grout stop valve, and 15cm of each double-layer small perforated pipe 3 is reserved and welded on a middle bulkhead grid steel frame. By adopting the structure, the broken stone and soft mud in the stratum can be filtered, and the hole blockage can be prevented.
The present invention is not limited to the above embodiments, and other embodiments are possible, and various changes and modifications may be made by those skilled in the art without departing from the spirit and the essence of the present invention, and these changes and modifications should fall within the scope of the appended claims.
Claims (10)
1. The excavation construction method of the water-rich stratum tunnel stabilizing tunnel face is characterized by comprising the following steps of:
step one, detecting a water-rich area in front of a tunnel face: performing advanced geological forecast of the tunnel, detecting the water containing condition in front of the tunnel face by adopting a method combining hydrogeological survey, a geophysical prospecting method and a drilling method, and detecting the complete condition of surrounding rocks in front of the tunnel face and the distribution condition of a water-rich area;
step two, excavating the upper step of the pilot tunnel in advance: dividing a tunnel face into a front pilot tunnel and a rear pilot tunnel, determining the part with small water yield and small water pressure of the tunnel face as the front pilot tunnel according to a leading geological forecast result, adopting a small grouting guide pipe for advance pre-support, arranging conical quincunx inspection drain holes for drainage and inspection grouting effects, then performing bench excavation and timely primary support on the front pilot tunnel, constructing a middle partition wall and closing a temporary inverted arch;
step three, draining water from the upper step of the backward pilot tunnel: along the cross section direction of the tunnel, taking the upper step of the leading pilot tunnel as an initial position, driving double-layer small guide pipes with holes into the upper step of the backward pilot tunnel through a middle partition wall, and discharging water in front of the upper step face of the backward pilot tunnel by using the double-layer small guide pipes with holes;
grouting and excavating the upper step of the backward pilot tunnel: when the water yield of the double-layer small guide pipe with holes is reduced or stable, grouting slurry with a cementing effect to the upper step of the backward pilot tunnel through the double-layer small guide pipe with holes, forming a reinforcing ring with a certain thickness on rock mass around the pilot tunnel after the slurry is hardened, and performing excavation and primary supporting operation on the upper step of the backward pilot tunnel under the protection of the reinforcing ring;
step five, excavating the lower step of the pilot tunnel in advance: carrying out the operations of excavating a lower step of a prior pilot tunnel, primary spraying, net hanging, installing a peripheral and middle partition steel frame, constructing an anchor rod, re-spraying a peripheral and middle partition concrete according to the excavation footage, wherein the distance between the lower step of the prior pilot tunnel and the upper step of the prior pilot tunnel is controlled to be 5-8 m;
step six, excavating the lower step of the backward pilot tunnel: and repeating the third step and the fourth step, and performing drainage, grouting, excavation and supporting operation of the lower step of the backward pilot tunnel.
2. The excavation construction method for the stable tunnel face of the water-rich stratum tunnel according to claim 1, wherein the advance geological forecast in the first step comprises: carrying out hydrogeological survey on the tunnel face, recording the position of a water outlet point, the state of the water outlet point and the water outlet quantity, and analyzing the dynamic relation between the water outlet point, the water outlet point and the water outside the tunnel; and (4) detecting for 1 to 6 times every day, encrypting the detection times when abnormality occurs, and feeding back after detailed recording.
3. The excavation construction method of the stable tunnel face of the water-rich stratum tunnel according to claim 1, wherein the advance geological forecast in the first step comprises a geological radar method, which is characterized in that a swedish MAA geological radar is adopted to detect the position, scale and property of a bad geological body within a range of 20-50 m in front of the tunnel face, forecast the flow direction and water pressure of underground water, and encrypt the underground water in abnormal conditions.
4. The excavation construction method for the stable tunnel face of the water-rich stratum tunnel according to claim 1, wherein the advance geological forecast in the first step comprises: and (3) advanced horizontal drilling, wherein advanced horizontal drilling verification is carried out on the basis of geological radar detection, and the geological condition within the range of 10-20 m in front of the tunnel face is forecasted.
5. The excavation construction method for the stable tunnel face of the water-rich formation tunnel according to claim 1, wherein weak blasting excavation is adopted for excavation of the upper step of the pilot tunnel in the second step, and the circulation footage of excavation is controlled, wherein the footage of each circulation is controlled to be 0.5-0.8 m.
6. The excavation construction method of the water-rich stratum tunnel stabilizing tunnel face as claimed in claim 1, wherein the small grouting pipes in the second step are made of seamless steel pipes with the diameter of 42mm, the length of the small grouting pipes is 4-6 m, 8mm grouting holes with the diameter of 8mm are drilled along each 20cm of the pipe body, the direction of the grouting holes is parallel to the line center line, the distance between the grouting holes and the line center line is 0.3m, and the elevation angle and the external insertion angle are 10 degrees.
7. The excavation construction method of the water-rich stratum tunnel stabilizing tunnel face as claimed in claim 1, wherein in the third step, the double-layer small ducts with holes are manufactured by welding pipes with the diameter of 32mm, grouting holes with the diameter of 10mm are drilled along the pipe body every 15cm, the grouting holes are arranged in a quincunx shape, and a grout stop section with the length of not less than 30cm is reserved at the tail part of the pipe body; the outer layer is made of seamless steel pipes with phi 42mm, grouting holes with phi 18mm are arranged along the pipe body at intervals of 15cm and are surrounded by meshes with phi 6mm, and the tail part is sealed with the inner layer by adopting an annular steel plate; the front end of each double-layer small pipe with holes is processed into a 15cm pointed cone, the rear end of each double-layer small pipe with holes is provided with a grout stop valve, and each double-layer small pipe with holes is reserved with 15cm and welded on a middle bulkhead grid steel frame.
8. The excavation construction method for the water-rich stratum tunnel stabilizing tunnel face as claimed in claim 7, wherein the arrangement mode of the double-layer small perforated pipes in the third step is as follows: 3 rows of small guide pipes with inclination angles are drilled in the backward pilot tunnel, the length of the first row of double-layer small guide pipes with holes is 3-4 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 10-15 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5; the length of the second row of double-layer small guide pipes with holes is 2-3 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 15-20 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5; the length of the third row of double-layer small guide pipes with holes is 1-2 m, the included angle between the drilling angle and the horizontal plane of the cross section of the tunnel is 20-25 degrees, the distance between the double-layer small guide pipes with holes is 1-1.5 m, and the number of the double-layer small guide pipes with holes is 3-5.
9. The excavation construction method of the water-rich stratum tunnel stabilizing tunnel face as claimed in claim 7, wherein in the fourth step, the double-layer small ducts with holes are grouted, the highest pressure of a grouting opening is controlled to be 0.5-1 Mpa, and the total double-liquid inlet amount of each double-layer small duct with holes is controlled to be within 30L/min.
10. The excavation construction method for the stable tunnel face of the water-rich stratum tunnel according to claim 9, wherein the grouting amount of each double-layer small pipe with holes is determined by calculation; when the pressure of the grouting opening rises, the grouting flow is reduced; when the pressure of the grouting opening reaches 1Mpa, grouting is finished.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010067994.4A CN111271064B (en) | 2020-01-20 | 2020-01-20 | Excavation construction method for water-rich stratum tunnel stabilization tunnel face |
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| CN202010067994.4A CN111271064B (en) | 2020-01-20 | 2020-01-20 | Excavation construction method for water-rich stratum tunnel stabilization tunnel face |
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| CN111271064B true CN111271064B (en) | 2021-07-16 |
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