CN113175336A - Drainage construction method for tunnel fault fracture zone - Google Patents
Drainage construction method for tunnel fault fracture zone Download PDFInfo
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- CN113175336A CN113175336A CN202110663582.1A CN202110663582A CN113175336A CN 113175336 A CN113175336 A CN 113175336A CN 202110663582 A CN202110663582 A CN 202110663582A CN 113175336 A CN113175336 A CN 113175336A
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- 238000010276 construction Methods 0.000 title claims abstract description 51
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 115
- 239000011435 rock Substances 0.000 claims abstract description 53
- 230000005641 tunneling Effects 0.000 claims abstract description 25
- 238000009412 basement excavation Methods 0.000 claims abstract description 23
- 238000005553 drilling Methods 0.000 claims abstract description 20
- 230000002787 reinforcement Effects 0.000 claims abstract description 19
- 239000011440 grout Substances 0.000 claims abstract description 16
- 238000001514 detection method Methods 0.000 claims abstract description 5
- 239000004567 concrete Substances 0.000 claims description 17
- 238000000034 method Methods 0.000 claims description 16
- 239000002245 particle Substances 0.000 claims description 15
- 238000005507 spraying Methods 0.000 claims description 12
- 238000002791 soaking Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims 1
- 239000007924 injection Substances 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 8
- 238000007789 sealing Methods 0.000 description 9
- 238000007599 discharging Methods 0.000 description 7
- 230000008961 swelling Effects 0.000 description 7
- 239000004568 cement Substances 0.000 description 6
- 238000007569 slipcasting Methods 0.000 description 6
- 239000007788 liquid Substances 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 3
- 235000019353 potassium silicate Nutrition 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 239000008187 granular material Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 230000002522 swelling effect Effects 0.000 description 1
- 210000003462 vein Anatomy 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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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- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
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- Geochemistry & Mineralogy (AREA)
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- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The application relates to a tunnel fault fracture zone drainage construction method, in particular to the field of tunnel construction drainage, which comprises the following steps: step one, fault broken zone detection: finding out the fault fracture zone position and the underground water condition; step two, advanced drainage reinforcement: drilling a drain hole and a grouting hole outside the tunnel excavation contour line on the fault fracture zone to form a drain hole layer and a grouting hole layer, wherein the drain hole layer is arranged on one side, away from the tunnel excavation contour line, of the grouting hole layer, and a grout stop wall is constructed on the tunneling working face; draining water through the drainage holes, simultaneously injecting grout into the grouting holes to reinforce the tunnel surrounding rock, and stopping draining after the injected grout is solidified to finish advanced drainage reinforcement; step three: excavating a fault fracture zone: and circularly tunneling and excavating the tunnel section positioned in the fault fracture zone. This application has the effect of the security in the broken tape work progress of promotion tunnel fault.
Description
Technical Field
The application relates to the field of tunnel construction drainage, in particular to a tunnel fault fracture zone drainage construction method.
Background
At present, most of areas where highway engineering new projects are located in mountainous areas, and tunnel construction becomes one of important engineering projects for highway construction. In the tunnel construction process, water inrush is one of engineering geological disasters frequently encountered, and has the characteristics of strong outburst, high stress, high water pressure and the like, and a fault fracture zone is one of main control factors causing water inrush and mud inrush of a tunnel, so that the control on the fault fracture zone in the tunnel construction process also becomes the key for smooth tunnel construction.
The Chinese invention application with the application number of 201110076630.3 discloses a high-pressure air water-driving grouting reinforcement method for a tunnel water-filled broken surrounding rock, which comprises the following steps: a. drilling a horizontal geological hole after the range of water-filled broken surrounding rocks and the water-filled condition are detected, and then inserting a pressure-resistant pipe fitting and plugging the periphery of the pressure-resistant pipe fitting; b. sealing the driving face to form a grout stopping wall; c. introducing high-pressure air into the pressure-resistant pipe fitting to displace and discharge the filled water in the gap of the broken surrounding rock; d. after the air pressure is kept balanced, the pressure-resistant pipe fitting is filled with cement slurry, and the filled water in the gap is replaced by the air-filled broken surrounding rock. And (3) adopting high-pressure air to drive the water filled in the gap of the broken surrounding rock, discharging the water filled in the broken surrounding rock around the tunnel, and refilling cement slurry for gap reinforcement.
Aiming at the related technologies, the inventor thinks that the high-pressure air is introduced to increase the internal bearing pressure of the broken surrounding rock, so that the broken surrounding rock area is greatly disturbed, and the possibility of safety accidents in the construction process of the tunnel fault broken zone is increased.
Disclosure of Invention
In order to improve safety in the construction process of the tunnel fault fracture zone, the application provides a tunnel fault fracture zone drainage construction method.
The drainage construction method for the tunnel fault fracture zone adopts the following technical scheme:
the tunnel fault fracture zone drainage construction method comprises the following steps:
step one, fault broken zone detection: finding out the fault fracture zone position and the underground water condition;
step two, advanced drainage reinforcement: drilling a drain hole and a grouting hole outside the tunnel excavation contour line on the fault fracture zone to form a drain hole layer and a grouting hole layer, wherein the drain hole layer is arranged on one side, away from the tunnel excavation contour line, of the grouting hole layer, and a grout stop wall is constructed on the tunneling working face; draining water through the drainage holes, simultaneously injecting grout into the grouting holes to reinforce the tunnel surrounding rock, and stopping draining after the injected grout is solidified to finish advanced drainage reinforcement;
step three: excavating a fault fracture zone: and circularly tunneling and excavating the tunnel section positioned in the fault fracture zone.
By adopting the technical scheme, the fault fracture zone is firstly detected to determine the specific position of the fault fracture zone, the position of the fault fracture zone calibrated on a design drawing is verified, the underground water distribution condition in the fault fracture zone is detected, construction planning is made according to the detection result, and required construction equipment is scheduled in advance. Performing tunnel construction according to the construction plan, and performing advanced drainage reinforcement on the fault fracture zone before excavation after the tunnel is tunneled to the fault fracture zone; through being close to the tunnel region around to the tunnel and draining the pressure release, make broken rock mass internal pressure around the tunnel descend, and then grouting pressure is to the disturbance of broken rock mass around the tunnel during reduction slip casting, the reinforcing effect to the broken area of fault has been promoted, and broken rock mass water pressure descends around the tunnel helps slowing down the water velocity in the broken rock mass, and then reduce the influence that the water flows to the slip casting liquid, further promote the reinforcing effect to the broken area of fault, the possibility that takes place the incident when making follow-up tunnel broken area tunnelling construction can be reduced, effectively promoted the security in the broken area of tunnel fault work progress. The tunnel excavation later adopts the section-by-section excavation mode of circulation tunnelling, helps in time observing, dealing with the deformation of tunnel country rock, has further promoted construction safety.
Optionally, in the second step, a pump is used to actively drain water when the water drain hole drains water.
Through adopting above-mentioned technical scheme, the initiative drainage mode of adoption pump pumping helps further reducing the water in the broken rock mass around the tunnel and applies the effort on the broken rock mass, reduces the pressure-bearing of broken rock mass, reduces the disturbance of slip casting process to broken rock mass, and then strengthens consolidating the effect, promotes the security in the broken construction process of taking of tunnel fault.
Optionally, in the third-step circular excavation and excavation process, when the fault fracture zone area without water or with poor water detected in the first step is excavated, the excavation circular footage is controlled to be 1.0m-1.5 m; and in the excavation step, when a fault broken zone area rich in water is detected, the circulation footage is controlled to be between 0.5m and 1.0 m.
By adopting the technical scheme, the construction method is set according to the detected underground water distribution result adaptability, the circulating footage amount of the water-rich fault broken zone is reduced, the surrounding rock deformation of the fault broken zone after excavation and the water inrush and mud inrush phenomena which possibly occur are conveniently observed, the surrounding rock deformation and the water inrush and mud inrush phenomena are responded in time, the possibility of safety accidents is further reduced, and the construction safety is improved.
Optionally, in the third tunneling step, after a large-area water seepage occurs on the tunneling surface or a crack development condition occurs on the tunneling surface is found, drilling a secondary grouting hole on the rock mass to be excavated, constructing a grout stop wall, and performing secondary grouting reinforcement.
By adopting the technical scheme, secondary grouting is carried out on the rock mass with great occurrence of water burst and water inrush and even possible mud inrush accidents, on one hand, the rock mass is reinforced, on the other hand, the water seepage at the periphery of the tunnel is controlled within a normal limit, and the possibility of unsafe accidents in the construction process of the tunnel fault fracture zone is further reduced.
Optionally, before grouting into the secondary grouting hole in the third step, slowly-expanding water-swelling water-stopping particles are injected into the broken rock mass through the secondary grouting hole, so that the water seepage degree around the tunnel is controlled.
Through adopting above-mentioned technical scheme, before slip casting to pour into slowly expanding type water swelling stagnant water granule in the broken rock mass, ooze the water gap of water swelling stagnant water granule in to broken rock mass through slowly expanding type water swelling, ooze the peripheral water degree control of gushing of tunnel in certain limit, help reducing the peripheral water flow of tunnel to the influence of secondary slip casting quality for the secondary slip casting obtains higher quality, promotes and consolidates the effect, and then promotes the construction security. And the slow swelling effect of the slow swelling type water-swelling water-stopping particles enables the water-swelling effect to control the water-seepage degree of the larger area around the tunnel, and the secondary grouting range is favorably improved.
Optionally, the slowly expanding water-swelling water-stopping particles are pre-soaked before being injected, and the pre-soaking termination index is that the slowly expanding water-swelling water-stopping particles can be rapidly expanded after being soaked for no more than 6-12 hours.
By adopting the technical scheme, on one hand, the secondary grouting range is controlled in a proper area, and on the other hand, the secondary grouting period is shortened.
Optionally, after the secondary grouting reinforcement in the third step, concrete is sprayed on the excavated tunnel wall for plugging along with the tunneling.
Through adopting above-mentioned technical scheme, spray concrete on the tunnel wall and seal the tunnel wall, reduce the emergence of the water condition of gushing that oozes in the tunnel to consolidate the tunnel country rock, help promoting the construction security.
Optionally, in the third step, 2-4 layers of concrete are sprayed on the tunnel wall, the spraying thickness of each layer is not less than 5cm, a spring semicircular drainage pipe is arranged at an intermittent water leakage position existing after the concrete spraying of each layer is finished for water guiding, and lower-layer concrete is sprayed on the surface of the spring semicircular drainage pipe to form a water guiding closed structure.
Through adopting above-mentioned technical scheme, the spring semicircle drain pipe of design forms water guide enclosed construction with the cooperation of sprayed concrete, further reduces the possibility that takes place the infiltration in the tunnel, gushes water accident.
Optionally, the first step further includes: after the position of the fault broken zone is detected, advanced drilling is carried out on the fault broken zone, and the actual situation of the tunnel surrounding rock is determined.
By adopting the technical scheme, the tunnel surrounding rock condition of the fault fracture zone is further confirmed by adopting advanced drilling, the situation is verified with the position of the ascertained fault fracture zone, the specific condition of the fault fracture zone is mastered more deeply, the corresponding design construction scheme is convenient, and the construction key workshop section is determined.
Optionally, after the advanced drilling, the water yield of the drill hole generated by the advanced drilling is continuously monitored and recorded.
By adopting the technical scheme, the water yield of the drill hole generated by advanced drilling is detected, the water yield abundance degree of the fault fracture zone around the tunnel is determined, the actual effect generated by the construction measures adopted during construction is verified through continuous monitoring, and the experience is accumulated for later project summary and later construction.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the designed advanced drainage reinforcement step comprises the steps of draining water and relieving pressure in a region near a tunnel around the tunnel to reduce the internal pressure of the broken rock around the tunnel, further reduce the disturbance of grouting pressure on the broken rock around the tunnel during grouting, improve the reinforcement effect on a fault broken zone, and reduce the water pressure of the broken rock around the tunnel, thereby being beneficial to reducing the water flow rate in the broken rock, further reducing the influence of water flow on grouting liquid, further improving the reinforcement effect on the fault broken zone, reducing the possibility of safety accidents during the subsequent tunneling construction of the tunnel fault broken zone, and effectively improving the safety in the construction process of the tunnel fault broken zone;
2. the slow-expansion water-swelling water-stopping particles are injected into the crushed rock body before grouting, water seepage gaps in the crushed rock body are blocked through the slow-expansion water-swelling water-stopping particles, the degree of water seepage and gushing around the tunnel is controlled within a certain limit, the influence of water flow around the tunnel on the quality of secondary grouting is reduced, the secondary grouting is enabled to obtain higher quality, the reinforcing effect is improved, and the construction safety is further improved;
3. the designed spring semicircular drain pipe is matched with sprayed concrete to form a water guide closed structure, so that the possibility of water seepage and water burst accidents in the tunnel is further reduced, and the construction safety is enhanced.
Drawings
Fig. 1 is a process flow diagram of a tunnel fault fracture zone drainage construction method according to an embodiment of the present application.
Fig. 2 is a schematic structural diagram of the heading face drilled with a drainage hole and a grouting hole in the advanced drainage reinforcement stage in fig. 1.
Description of reference numerals: 1. excavating contour lines of the tunnel; 2. a drain hole; 3. and (4) grouting holes.
Detailed Description
The present application is described in further detail below with reference to figures 1-2.
The embodiment of the application discloses a tunnel fault fracture zone drainage construction method. Referring to fig. 1 and 2, the tunnel fault fracture zone drainage construction method includes the steps of:
step one, fault broken zone detection: forecasting the structural characteristics of tunnel surrounding rocks by adopting a TSP tunnel advanced geological forecaster and a geological radar detector, and ascertaining a fault fracture zone and a possible fault fracture zone position calibrated by a design drawing; detecting the underground water condition by an infrared water detector; and then, performing advanced drilling on the tunnel surrounding rock by using a horizontal geological drilling machine, determining the specific structural characteristics of the surrounding rock in a fault broken zone, and determining the fault condition, wherein the advanced drilling adopts a core-pulling drilling mode to determine the actual condition of the surrounding rock, tamping a steel pipe into the hole from an orifice after drilling is completed to serve as a water outlet pipe, filling and sealing a gap between the steel pipe and the orifice by adopting rapid mortar, then installing a valve and a flowmeter at the outer opening of the steel pipe, and continuously monitoring and recording the water outlet amount.
Step two, advanced drainage reinforcement: arranging a movable pump station and a water collection pit in advance in an excavated tunnel close to a fault fracture zone, then drilling a drain hole 2 outside the tunnel excavation outline on a rock mass of the fault fracture zone to form a drain hole layer, wherein the radial annular distance between the drain hole 2 and the tunnel excavation outline 1 is 3.5m, inserting a drain pipe into the drain hole 2, filling and sealing a gap between the drain pipe and an orifice of the drain hole 2 by adopting rapid mortar, installing a valve at the outer opening of the drain pipe, and communicating the drain pipe and the movable pump station through a pipeline; and then drilling a grouting hole 3 outside the tunnel excavation outline on the fault fracture zone rock mass to form a grouting hole layer, wherein the radial annular distance between the grouting hole 3 and the tunnel excavation outline 1 is 1.0m, inserting a grouting pipe into the grouting hole 3, plugging and sealing the orifice gap between the grouting pipe and the grouting hole 3 by adopting rapid mortar, and spraying concrete on the tunneling working face to form a grout stop wall with the thickness of 3-5 cm.
Then opening a valve on the drain pipe, guiding the water body in the fault fracture zone into the water collecting pit by moving the pump truck, relieving the pressure of the water body in the fault fracture zone, reducing the flow speed of the water body close to the grouting pipe, further enabling the water body environment near the grouting pipe to be relatively stable, then pressing grouting liquid into the rock mass of the fault fracture zone through the grouting pipe, rapidly permeating the grouting liquid into the broken loose rock mass in a vein shape under the action of the grouting pressure, discharging the air and water in the broken rock mass, then solidifying along with the grouting liquid, closing the valve on the drain pipe, and stopping water drainage; and cementing the broken rock mass through slurry solidification, and forming a consolidated body with certain strength, impermeability and water resistance with the broken rock mass to finish the advanced drainage support of the fault broken belt.
Step three, excavating fault fracture zones: circularly tunneling and excavating the tunnel section positioned in the fault fracture zone, and controlling the tunneling circular footage to be between 1.0m and 1.5m when the fault fracture zone area without water or poor water detected in the excavating step I is excavated; and in the excavation step, when a fault broken zone area rich in water is detected, the circulation footage is controlled to be between 0.5m and 1.0 m.
When large-area water seepage occurs on a tunneling surface or a crack development condition occurs on the tunneling surface is found, a secondary grouting hole is drilled outside the tunnel excavation outline, the radial annular distance between the secondary grouting hole and the tunnel excavation outline 1 is 0.5m, a secondary grouting pipe is inserted into the secondary grouting hole, and a gap between the secondary grouting pipe and an orifice of the secondary grouting hole is plugged and sealed by adopting rapid mortar; then, a water body mixed with the slowly-expanding water-swelling water-stopping particles is pumped into the secondary grouting pipe by using a mobile pump truck, then the secondary grouting pipe is temporarily closed, and the broken rock mass cracks around the secondary grouting pipe are blocked by the water-swelling of the slowly-expanding water-swelling water-stopping particles, so that the water seepage and gushing degree around the tunnel is controlled. The water stopping particles are obtained by shearing the water stopping strips with the slow expansion type water swelling, and are pre-soaked before being mixed with a water body, and the pre-soaking termination index is that the water stopping particles with the slow expansion type water swelling are quickly expanded when being re-soaked for no more than 6-12h, so that the time consumed by expansion of the water stopping particles with the slow expansion type water swelling in a broken rock body is shortened.
When the water seepage condition of the face to be tunneled is improved or the slowly-expanding water-swelling water-stopping particles are fully expanded, spraying concrete on the tunneling working face to form a grout-stopping wall with the thickness of 3-5cm, opening a secondary grouting pipe to perform secondary grouting reinforcement, grouting the secondary grouting pipe at intervals during grouting to enable part of the grouting pipes to be used as water guide pipes, sealing the grouting pipe when the grouting pipe serving as the water guide pipe starts to be grouted in the grouting process until the grouting pipe serving as the water guide pipe is completely sealed and the grouting pressure reaches 1.5MPa, completing grouting and continuing tunneling. And in the process of continuing tunneling, spraying concrete on the excavated tunnel wall for plugging along with the tunneling, wherein the concrete is sprayed in 2-4 layers, and the thickness of each layer is not less than 5cm and is usually controlled between 5cm and 8 cm. And observing after the curing of the concrete in the first layer is finished by spraying, if an intermittent water leakage point exists, laying a spring semicircular water discharging pipe at the intermittent water leakage position, temporarily fixing the spring semicircular water discharging pipe by setting, introducing one end of the spring semicircular water discharging pipe into a water collecting pit, spraying 2cm-3cm quick-setting mortar to the surface of the spring semicircular water discharging pipe for wrapping and fixing, spraying second-layer concrete for sealing, if a leakage phenomenon exists after the two-layer concrete is cured, additionally arranging the spring semicircular water discharging pipe, fixing and sealing, spraying three layers of concrete until sealing, and forming a water guide sealing structure.
The grout in the embodiment is mixed grout of cement paste and water glass, the volume ratio of the cement paste to the water glass in the mixed grout is 1:1, the water-cement ratio of the cement paste is =1:1, and the concentration of the water glass is 25 DEG Be-40 DEG Be.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. The tunnel fault fracture zone drainage construction method is characterized by comprising the following steps: the method comprises the following steps:
step one, fault broken zone detection: finding out the fault fracture zone position and the underground water condition;
step two, advanced drainage reinforcement: drilling a drain hole (2) and a grouting hole (3) outside the tunnel excavation contour line (1) on the fault fracture zone to form a drain hole layer and a grouting hole layer, wherein the drain hole layer is arranged on one side of the grouting hole layer, which is far away from the tunnel excavation contour line (1), and a grout stop wall is constructed on a driving working face; then, water is drained through the drain holes (2), meanwhile, grout is injected into the grouting holes (3) to reinforce the tunnel surrounding rock, and after the injected grout is solidified, water drainage is stopped, so that advanced water drainage reinforcement is completed;
step three: excavating a fault fracture zone: and circularly tunneling and excavating the tunnel section positioned in the fault fracture zone.
2. The tunnel fault fracture zone drainage construction method according to claim 1, characterized in that: and in the second step, the drain hole is used for draining water actively by adopting a pump.
3. The tunnel fault fracture zone drainage construction method according to claim 1, characterized in that: in the third-step circular tunneling excavation process, when the fault fracture zone area without water or poor water detected in the first step is excavated, the tunneling circular footage is controlled to be 1.0-1.5 m; and in the excavation step, when a fault broken zone area rich in water is detected, the circulation footage is controlled to be between 0.5m and 1.0 m.
4. The tunnel fault fractured zone drainage construction method according to claim 1 or 3, wherein: in the third step, in the tunneling process, after large-area water seepage occurs on the tunneling surface or the situation that the tunneling surface has fissure development is found, secondary grouting holes are drilled on the rock mass to be excavated, a grout stopping wall is constructed, and secondary grouting reinforcement is carried out.
5. The tunnel fault fracture zone drainage construction method according to claim 4, characterized in that: and before grouting into the secondary grouting holes in the third step, injecting slowly-expanding water-swelling water-stopping particles into the broken rock mass through the secondary grouting holes, and controlling the water seepage and gushing degree of the periphery of the tunnel.
6. The tunnel fault fracture zone drainage construction method according to claim 5, characterized in that: the slowly-expanding water-swelling water-stopping particles are pre-soaked before injection, and the pre-soaking termination index is that the slowly-expanding water-stopping particles can be rapidly expanded after being soaked for no more than 6-12 hours.
7. The tunnel fault fracture zone drainage construction method according to claim 4, characterized in that: and after the secondary grouting reinforcement in the third step, spraying concrete to the excavated tunnel wall for plugging along with the tunneling.
8. The tunnel fault fracture zone drainage construction method according to claim 7, characterized in that: and 2-4 layers of concrete are sprayed on the tunnel wall in the third step, the spraying thickness of each layer is not less than 5cm, a spring semicircular drainage pipe is arranged at the position of intermittent water leakage existing after the concrete spraying of each layer is finished for water guiding, and lower-layer concrete is sprayed on the surface of the spring semicircular drainage pipe to form a water guiding closed structure.
9. The tunnel fault fracture zone drainage construction method according to claim 1, characterized in that: the first step further comprises: after the position of the fault broken zone is detected, advanced drilling is carried out on the fault broken zone, and the actual situation of the tunnel surrounding rock is determined.
10. The tunnel fault fracture zone drainage construction method according to claim 9, characterized in that: after the advanced drilling, the water yield of the drill hole generated by the advanced drilling is continuously monitored and recorded.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113982643A (en) * | 2021-10-21 | 2022-01-28 | 山东省公路桥梁建设集团有限公司 | Construction method for tunnel to pass through water-rich fault fracture zone |
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