CN109098733B - Rapid grouting reinforcement method for large-section tunnel in fracture zone rock stratum - Google Patents
Rapid grouting reinforcement method for large-section tunnel in fracture zone rock stratum Download PDFInfo
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- CN109098733B CN109098733B CN201811214127.8A CN201811214127A CN109098733B CN 109098733 B CN109098733 B CN 109098733B CN 201811214127 A CN201811214127 A CN 201811214127A CN 109098733 B CN109098733 B CN 109098733B
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- 239000011435 rock Substances 0.000 title claims abstract description 52
- 230000002787 reinforcement Effects 0.000 title claims abstract description 38
- 238000000034 method Methods 0.000 title claims abstract description 30
- 238000005553 drilling Methods 0.000 claims abstract description 64
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 37
- 239000011440 grout Substances 0.000 claims abstract description 34
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 10
- 238000007596 consolidation process Methods 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 10
- 238000010276 construction Methods 0.000 description 10
- 238000007569 slipcasting Methods 0.000 description 8
- 230000006872 improvement Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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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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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Civil Engineering (AREA)
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- Environmental & Geological Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a rapid grouting reinforcement method of a large-section tunnel in a fracture zone rock stratum, which comprises the following steps: s1) vertically pre-drilling a plurality of earth surface grouting holes from the earth surface right above the tunnel to be excavated along the depth direction of the tunnel to be excavated according to a first interval; s2) injecting concrete grout into each earth surface grouting hole; s3) determining a reinforcing profile on the excavation surface of the tunnel to be excavated; s4) consolidating the rock formation within the consolidation profile using curtain grouting. According to the grouting reinforcement method provided by the invention, after the vault rock stratum of the tunnel to be excavated is reinforced by adopting the earth surface grouting, the rock stratum at the outer sides of the two side walls of the tunnel to be excavated is reinforced by adopting a curtain grouting method, and curtain grouting can be simultaneously carried out during the earth surface grouting, so that the reinforcement efficiency of the tunnel to be excavated is greatly improved.
Description
Technical Field
The invention relates to the technical field of tunnel reinforcement of poor geological layers, in particular to a method for quickly grouting and reinforcing a large-section tunnel in a fracture zone rock stratum.
Background
When the tunnel is constructed on the fractured zone rock stratum by adopting a shallow excavation method, the surrounding rock on the upper part of the vault is relatively broken, the overlying rock on the upper part is relatively shallow and the water-rich quantity is relatively large under the influence of the fractured zone rock stratum, and the surrounding rock of the tunnel needs to be reinforced by adopting a stratum reinforcing technology so as to improve the mechanical property of the fractured zone rock stratum and reduce the permeability, thereby ensuring the safe construction of the tunnel and reducing the ground settlement caused by excavation.
At present, aiming at the unfavorable geological conditions, the common treatment method is advanced grouting in a tunnel, curtain grouting in a full-section hole and the like, wherein the most effective treatment method is the curtain grouting in the full-section hole. However, according to the judgment of working conditions and construction periods, the construction safety during grouting cannot be guaranteed by a pure full-section in-tunnel curtain grouting reinforcement mode, the construction influence of in-tunnel grouting on other procedures of the sections in the tunnel is large, the requirement of the construction period cannot be met, and construction disasters such as sand collapse risks, water burst risks in fault fracture zones and seawater conduction in the fault fracture zones are easy to occur.
Disclosure of Invention
The invention aims to provide a method for reinforcing a large-section tunnel by rapid grouting in a fracture zone rock stratum, which can solve the problems of construction safety caused by unstable early-stage reinforcement of the large-section tunnel in the fracture zone rock stratum in the prior art and low construction efficiency when the large-section tunnel is reinforced by using the prior art.
In order to achieve the above object, an embodiment of the present invention provides a method for reinforcing a large-section tunnel by rapid grouting in a fracture zone rock stratum, where the method includes the following steps: s1) vertically pre-drilling a plurality of earth surface grouting holes from the earth surface right above the tunnel to be excavated along the depth direction of the tunnel to be excavated according to a first interval; s2) injecting concrete grout into each earth surface grouting hole; s3) determining a reinforcing profile on the excavation surface of the tunnel to be excavated; s4) consolidating the rock formation within the consolidation profile using curtain grouting.
Specifically, the step S2) of injecting concrete grout into each of the surface grouting holes includes: inserting sleeve valve pipes into the surface grouting holes; and injecting concrete grout into each sleeve valve pipe until the concrete grout overflows from the orifice of the surface grouting hole.
Specifically, the step S3) of determining a reinforcing profile on the excavation surface of the tunnel to be excavated includes: determining the tunnel face profile of the tunnel to be excavated on the excavation face of the tunnel to be excavated; and determining a reinforcing profile at a second spacing position outside the tunnel face profile.
Specifically, the step S4) of reinforcing the rock formation in the reinforcing contour by curtain grouting includes: s401) determining a plurality of parallel curtain wall profile lines at the joint of the side walls and the arch crown at two sides in the tunnel face profile, wherein each curtain wall profile line comprises an arc line part parallel to the arch crown arc line of the arch crown and a straight line part parallel to the horizontal plane; s402) marking drilling starting points of a plurality of curtain grouting holes on each curtain wall profile line, determining a reinforced profile section at a first depth position from the reinforced profile, and determining a plurality of drilling end points corresponding to the drilling starting points on the profile line of the reinforced profile section; s403) dividing each curtain grouting hole into a plurality of grouting hole sections according to the drilling depth of the curtain grouting hole, and injecting concrete slurry into a rock stratum corresponding to each grouting hole section after the drilling of one grouting hole section is completed until the grouting of the plurality of grouting hole sections of the curtain grouting hole is completed; s404) continuously injecting concrete grout into the curtain grouting hole to form a curtain reinforcing pile until the concrete grout overflows from the opening of the curtain grouting hole, and stopping grouting.
Specifically, in step S403), after each drilling of one grouting hole segment is completed, injecting a concrete slurry into the rock formation corresponding to the grouting hole segment includes: drilling a grouting hole section with a given depth from the drilling starting point to the corresponding drilling end point, and inserting a split grouting pipe into the grouting hole section; and injecting concrete grout into the split grouting pipe at a first grouting pressure to fill the rock stratum gaps of the grouting hole sections, wherein the concrete grout is injected for at least a first time period.
Specifically, the first grouting pressure is between 0.5 and 1.0 MPa.
In particular, the first period of time is between 10 and 15 minutes.
The invention provides a rapid grouting reinforcement method of a large-section tunnel in a fracture zone rock stratum, which adopts a surface grouting mode that a plurality of surface grouting holes are pre-drilled on the surface to inject concrete slurry into the surface grouting holes, and combines a method for performing local curtain grouting on an excavation surface of the tunnel to be excavated to perform early reinforcement on the tunnel to be excavated; adopt earth's surface slip casting is accomplished right after the reinforcement of the vault stratum of waiting to excavate the tunnel, adopt curtain slip casting method reinforcement the stratum in the both sides wall outside of waiting to excavate the tunnel, and can also carry out the curtain slip casting simultaneously when carrying out earth's surface slip casting, great improvement wait to excavate the reinforcement efficiency in tunnel.
Additional features and advantages of the invention will be set forth in the detailed description which follows.
Drawings
Fig. 1 is a flow chart of a method for rapid grouting reinforcement of a large-section tunnel in a fracture zone rock stratum according to an embodiment of the invention.
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the present invention, unless specified to the contrary, use of the terms of orientation such as "upper, lower, top, bottom" or the like are generally described with respect to the orientation shown in the drawings or the positional relationship of the components with respect to each other in the vertical, or gravitational direction.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
Fig. 1 is a flow chart of a method for rapid grouting reinforcement of a large-section tunnel in a fracture zone rock stratum according to an embodiment of the invention. The reinforcing method provided by the invention comprises the following steps: s1) vertically pre-drilling a plurality of earth surface grouting holes from the earth surface right above the tunnel to be excavated along the depth direction of the tunnel to be excavated according to a first interval; s2) injecting concrete grout into each earth surface grouting hole; s3) determining a reinforcing profile on the excavation surface of the tunnel to be excavated; s4) consolidating the rock formation within the consolidation profile using curtain grouting.
In one embodiment, the tunnel to be excavated needs to traverse a section of fractured zone rock formation with a length of 122m, the tunnel to be excavated has a width of 35.3m, according to the size parameters of the tunnel to be excavated, pre-drilling earth surface grouting holes vertically in the width direction of the tunnel to be excavated and the depth direction of the tunnel to be excavated at a first interval of 1.2m in the direction of the width of the tunnel to be excavated and the depth direction of the tunnel to be excavated on both sides of the center line of the tunnel to be excavated, 13 holes are drilled in each row in the width direction of the tunnel to be excavated, 97 rows of earth surface grouting holes are pre-drilled in total along the depth direction of the tunnel to be excavated, concrete grout is injected into each earth surface grouting hole to reinforce a rock stratum between the vault and the earth surface of the tunnel to be excavated in an earth surface grouting mode, and after the reinforcement of the rock stratum of the vault of the tunnel to be excavated is completed by adopting surface grouting, and then the rock stratum on the outer sides of the two side walls of the tunnel to be excavated is reinforced by adopting curtain grouting.
Specifically, the step S2) of injecting concrete grout into each of the surface grouting holes includes: inserting sleeve valve pipes into the surface grouting holes; and injecting concrete grout into each sleeve valve pipe until the concrete grout overflows from the orifice of the surface grouting hole.
In one embodiment, any one of a small pipe, an anchor rod, a steel flower pipe and the like is inserted into the surface grouting hole, and concrete grout is injected into any one of the grouting pipes inserted into the surface grouting hole to complete surface grouting reinforcement.
In order to ensure that the subsequent tunnel excavation can be safely constructed, the rock stratum within a certain range outside the tunnel face profile of the tunnel to be excavated needs to be reinforced, specifically, the step S3) of determining the reinforced profile on the excavation face of the tunnel to be excavated includes: determining the tunnel face profile of the tunnel to be excavated on the excavation face of the tunnel to be excavated; and determining a reinforcing profile at a second spacing position outside the tunnel face profile. Preferably, the second distance is between 3 and 5m, and the reinforcement contour is determined, namely the reinforcement range of the subsequent curtain grouting is determined.
Specifically, the step S4) of reinforcing the rock formation in the reinforcing contour by curtain grouting includes: s401) determining a plurality of parallel curtain wall profile lines at the joint of the side walls and the arch crown at two sides in the tunnel face profile, wherein each curtain wall profile line comprises an arc line part parallel to the arch crown arc line of the arch crown and a straight line part parallel to the horizontal plane; s402) marking drilling starting points of a plurality of curtain grouting holes on each curtain wall profile line, determining a reinforced profile section at a first depth position from the reinforced profile, and determining a plurality of drilling end points corresponding to the drilling starting points on the profile line of the reinforced profile section; s403) dividing each curtain grouting hole into a plurality of grouting hole sections according to the drilling depth of the curtain grouting hole, and injecting concrete slurry into a rock stratum corresponding to each grouting hole section after the drilling of one grouting hole section is completed until the grouting of the plurality of grouting hole sections of the curtain grouting hole is completed; s404) continuously injecting concrete grout into the curtain grouting hole to form a curtain reinforcing pile until the concrete grout overflows from the opening of the curtain grouting hole, and stopping grouting.
In one embodiment, after the rock stratum of the vault of the tunnel to be excavated is reinforced by surface grouting, the rock stratum between the two side walls of the tunnel to be excavated and the contour lines of the reinforced contour is reinforced by adopting a curtain grouting method, specifically, after the contour of the tunnel face is determined, a curtain wall contour line is determined at the joint of the two side walls of the tunnel face contour and the vault, the arc line part of the curtain wall contour line is parallel to the vault arc line of the vault, the straight line part of the curtain wall contour line is parallel to the horizontal plane, the arc line part and the straight line part are intersected to form a curtain wall intersection point, and the contour lines of the two side walls on the tunnel face contour and the vault arc line of the vault are intersected to form a contour intersection point.
In order to ensure reliable reinforcement of a rock stratum between two side walls of the tunnel to be excavated and contour lines of the reinforcement contour, three curtain wall contour lines are determined in the embodiment to ensure stable rock stratum to be reinforced, the determined three curtain wall contour lines are respectively a first curtain wall contour line, a second curtain wall contour line and a third curtain wall contour line, and curtain wall cross points corresponding to the first curtain wall contour line, the second curtain wall contour line and the third curtain wall contour line are respectively a first curtain wall cross point, a second curtain wall cross point and a third curtain wall cross point; in the tunnel face profile, first curtain wall profile line second curtain wall profile line with the arc line portion of third curtain wall profile line is parallel to each other and straight line portion is parallel to each other, the first curtain wall handing-over point of first curtain wall profile line is apart from profile cross-over point 1m, the second curtain wall handing-over point of second curtain wall profile line is apart from profile cross-over point 1.6m, the third curtain wall handing-over point of third curtain wall profile line is apart from profile cross-over point 2.2 m. After specific positions of the first curtain wall profile line, the second curtain wall profile line and the third curtain wall profile line are determined, marking hole starting points of a plurality of curtain grouting on the first curtain wall profile line according to the distance of 950mm, marking hole starting points of a plurality of curtain grouting on the second curtain wall profile line according to the distance of 850mm, and marking hole starting points of a plurality of curtain grouting on the third curtain wall profile line according to the distance of 600 mm; determining a reinforcement profile cross-section at a first depth position from the reinforcement profile and determining a plurality of drilling end points corresponding to the drilling start points on a profile line of the reinforcement profile cross-section. In practical application, the central line of the curtain grouting hole and the horizontal plane have a drilling inclination angle with a certain angle, and the central line of the curtain grouting hole and a perpendicular plane passing through the central line of the tunnel to be excavated and perpendicular to the horizontal plane have a drilling deflection angle with a certain angle, preferably, the drilling inclination angle is-60-40 degrees, the drilling deflection angle is-36-20 degrees, and a first depth can be determined according to the drilling depth of the curtain grouting hole, the drilling deflection angle and the drilling inclination angle, so that the position of the reinforcing profile section can be determined. And marking a plurality of drilling end points on the contour line of the reinforced contour section, wherein the marked drilling end points correspond to the drilling starting points one to one. Dividing the curtain grouting hole into a plurality of grouting hole sections according to the drilling depth of the curtain grouting hole, wherein the drilling depth of the curtain grouting hole is 15m, and the curtain grouting hole is divided into three grouting hole sections, namely a first grouting hole section, a second grouting hole section and a third grouting hole section; and after the first grouting hole section is drilled, immediately injecting concrete grout into the first grouting hole section, and after the first grouting hole section, the second grouting hole section and the third grouting hole section are grouted, continuously injecting concrete grout into the curtain grouting hole until the concrete grout overflows from the orifice of the curtain grouting hole, and stopping grouting.
Specifically, in step S403), after each drilling of one grouting hole segment is completed, injecting a concrete slurry into the rock formation corresponding to the grouting hole segment includes: drilling the grouting hole section with a given depth from the drilling starting point to the corresponding drilling end point, and inserting a split grouting pipe into the grouting hole section; and injecting concrete grout into the split grouting pipe at a first grouting pressure to fill the rock stratum gaps of the grouting hole section, wherein the concrete grout is injected for at least a first time period.
In the above embodiment, a hole is drilled from the starting point of the drilling hole to the corresponding end point of the drilling hole, when the drilling depth reaches 7m, the drilling is stopped, the first grouting hole section is formed, the split grouting pipe is inserted into the first grouting hole section, and concrete slurry is injected into the rock stratum corresponding to the first grouting hole section through the split grouting pipe. In order to ensure that the concrete after grouting can be filled into the rock stratum gap between the two side walls of the tunnel to be excavated and the contour line of the reinforcement contour, reliable reinforcement is ensured, specifically, the first grouting pressure is between 0.5 and 1.0Mpa, specifically, the first time period is between 10 and 15 minutes, the injected concrete grout keeps grouting for 10 to 15 minutes under the condition that the grouting pressure is between 0.5 and 1.0Mpa, and the concrete grout can be fully filled into the rock stratum gap between the two side walls of the tunnel to be excavated and the contour line of the reinforcement contour, which corresponds to the first grouting hole section, so that the rock stratum corresponding to the first grouting hole section is favorably reinforced. After grouting of the first grouting hole section is completed, drilling is continuously carried out on the hole bottom of the first grouting hole section towards a drilling terminal point, when the drilling depth reaches 11m, the drilling is stopped, a second grouting hole section is formed, a splitting grouting pipe is inserted into the second grouting hole section, concrete grout is injected into a rock stratum corresponding to the second grouting hole section through the splitting grouting pipe, the grouting pressure and the grouting duration time meet the first grouting pressure and the first time period, after grouting of the second grouting section is completed, drilling is continuously carried out on the hole bottom of the second grouting section towards the drilling terminal point until the drilling depth reaches 15m, the drilling is stopped, a third grouting hole section is drilled, the splitting grouting pipe is inserted into the third grouting hole section, concrete grout is injected into the rock stratum corresponding to the third grouting hole section through the splitting grouting pipe, and the grouting pressure and the grouting duration time meet the first grouting pressure and the first time period, and after the first grouting hole section, the second grouting hole section and the third grouting hole section are grouted, continuously grouting into the curtain grouting holes to form curtain reinforcing piles. After curtain reinforcing piles are applied to a plurality of drilling starting points marked on the first curtain wall outline line, the second curtain wall outline line and the third curtain wall outline line, the curtain reinforcing piles on the first curtain wall outline line form a first curtain reinforcing wall, the curtain reinforcing piles on the second curtain wall outline line form a second curtain reinforcing wall, the curtain reinforcing piles on the third curtain wall outline line form a third curtain reinforcing wall, and the formed first curtain reinforcing wall, the second curtain reinforcing wall and the third curtain reinforcing wall reinforce rock strata between the two side walls of the tunnel to be excavated and the outline line of the reinforcing outline layer by layer through pouring concrete slurry, so that the construction safety of the subsequent tunnel to be excavated is ensured.
The method for quickly grouting and reinforcing the rock stratum of the large-section tunnel in the fracture zone adopts a ground surface grouting mode that a plurality of ground surface grouting holes are pre-drilled on the ground surface to inject concrete slurry into the ground surface grouting holes, and combines a method for performing local curtain grouting on the excavation surface of the tunnel to be excavated to perform early-stage reinforcement on the tunnel to be excavated, and is different from the prior art that pure full-section in-tunnel curtain grouting is adopted, the ground surface grouting is adopted to reinforce the rock stratum of the vault part of the tunnel to be excavated, so that the reinforcement effect is better, meanwhile, the early-stage preparation work on the excavation surface cannot be influenced in the ground surface grouting process, and the construction efficiency is improved; adopt earth's surface slip casting is accomplished right after the reinforcement of the vault stratum of waiting to excavate the tunnel, adopt curtain slip casting method reinforcement the stratum in the both sides wall outside of waiting to excavate the tunnel, and can also carry out the curtain slip casting simultaneously when carrying out earth's surface slip casting, great improvement wait to excavate the reinforcement efficiency in tunnel.
The preferred embodiments of the present invention have been described in detail with reference to the accompanying drawings, however, the present invention is not limited to the specific details of the above embodiments, and various simple modifications can be made to the technical solution of the present invention within the technical idea of the present invention, and these simple modifications are within the protective scope of the present invention.
It should be noted that the various technical features described in the above embodiments can be combined in any suitable manner without contradiction, and the invention is not described in any way for the possible combinations in order to avoid unnecessary repetition.
In addition, any combination of the various embodiments of the present invention is also possible, and the same should be considered as the disclosure of the present invention as long as it does not depart from the spirit of the present invention.
Claims (6)
1. A rapid grouting reinforcement method for a rock stratum of a large-section tunnel at a fracture zone is characterized by comprising the following steps:
s1) vertically pre-drilling a plurality of earth surface grouting holes from the earth surface right above the tunnel to be excavated along the depth direction of the tunnel to be excavated according to a first interval;
s2) injecting concrete grout into each earth surface grouting hole;
s3) determining a reinforcing profile on the excavation surface of the tunnel to be excavated;
s4) consolidating the rock formation within the consolidation profile using curtain grouting, including:
s401) determining a plurality of parallel curtain wall profile lines at the joint of the side walls and the arch crown at two sides in the tunnel face profile, wherein each curtain wall profile line comprises an arc line part parallel to the arch crown arc line of the arch crown and a straight line part parallel to the horizontal plane;
s402) marking the drilling starting points of a plurality of curtain grouting holes on each curtain wall profile line, determining a reinforcing profile section at a first depth position from the reinforcing profile, determining a plurality of drilling end points corresponding to the drilling starting points on the profile line of the reinforcing profile section, drilling holes towards the corresponding drilling end points at each drilling starting point, wherein the drilling inclination angle is-60-40 degrees, and the drilling deflection angle is-36-20 degrees;
s403) dividing each curtain grouting hole into a plurality of grouting hole sections according to the drilling depth of the curtain grouting hole, and injecting concrete slurry into a rock stratum corresponding to each grouting hole section after the drilling of one grouting hole section is completed until the grouting of the plurality of grouting hole sections of the curtain grouting hole is completed;
s404) continuously injecting concrete grout into the curtain grouting hole to form a curtain reinforcing pile until the concrete grout overflows from the opening of the curtain grouting hole, and stopping grouting.
2. The grouting reinforcement method according to claim 1, wherein the step S2) of injecting concrete grout into each of the surface grouting holes comprises:
inserting sleeve valve pipes into the surface grouting holes;
and injecting concrete grout into each sleeve valve pipe until the concrete grout overflows from the orifice of the surface grouting hole.
3. The grouting reinforcement method according to claim 1, wherein the step S3) of determining a reinforcement profile on the excavation surface of the tunnel to be excavated includes:
determining the tunnel face profile of the tunnel to be excavated on the excavation face of the tunnel to be excavated;
and determining a reinforcing profile at a second spacing position outside the tunnel face profile.
4. The grouting reinforcement method according to claim 1, wherein the step S403) of injecting concrete slurry into the rock formation corresponding to the grouting hole section every time the drilling of one grouting hole section is completed includes:
drilling a grouting hole section with a given depth from the drilling starting point to the corresponding drilling end point, and inserting a split grouting pipe into the grouting hole section;
and injecting concrete grout into the split grouting pipe at a first grouting pressure to fill the rock stratum gaps of the grouting hole sections, wherein the concrete grout is injected for at least a first time period.
5. The grouting reinforcement method according to claim 4, characterized in that the first grouting pressure is between 0.5 and 1.0 MPa.
6. The method of claim 4, wherein the first period of time is between 10 and 15 minutes.
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| CN109826635B (en) * | 2019-03-08 | 2020-09-15 | 中铁十二局集团有限公司 | Construction method for reinforcing shield receiving space peripheral soil body constructed by subsurface excavation method |
| CN112081127A (en) * | 2019-06-15 | 2020-12-15 | 北京恒祥宏业基础加固技术有限公司 | Tunnel earth surface pre-grouting reinforcement method |
| CN110469332B (en) * | 2019-08-30 | 2020-10-16 | 中交第二公路工程局有限公司 | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body |
| CN111365002B (en) * | 2020-03-30 | 2021-07-30 | 北京中煤矿山工程有限公司 | Ground pre-grouting method for small-section high wellbore in complex stratum |
| CN111894635B (en) * | 2020-08-13 | 2022-03-15 | 高军 | Method for reinforcing broken surrounding rock tunnel through high-pressure splitting grouting modification |
| CN112412496A (en) * | 2020-12-03 | 2021-02-26 | 中铁十二局集团有限公司 | Full-section advanced curtain grouting construction method for water-rich broken geological zone tunnel |
| CN113006733A (en) * | 2021-03-08 | 2021-06-22 | 中铁十八局集团第一工程有限公司 | Deep grouting process for ground surface |
| CN113047847B (en) * | 2021-04-07 | 2022-09-02 | 中国建筑第五工程局有限公司 | Construction method of underground excavation tunnel in high water level under-consolidated backfill soil area |
| CN116025367B (en) * | 2022-10-28 | 2023-11-21 | 中国海洋大学 | Pre-applied horizontal stress, induced splitting and localized combined grouting reinforcement device and process |
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| RU2006583C1 (en) * | 1991-06-27 | 1994-01-30 | Ленинградский государственный проектно-изыскательский институт "Ленметрогипротранс" | Process of construction of tunnels in soft water-saturated ground |
| CN101638987B (en) * | 2009-07-24 | 2013-05-01 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN102493822B (en) * | 2011-12-29 | 2014-04-02 | 中铁二十三局集团有限公司 | Method for performing curtain grouting construction on tunnel by water rich fault influence zone |
| CN103089275B (en) * | 2013-01-16 | 2013-12-04 | 山东大学 | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections |
| CN105927231B (en) * | 2016-05-24 | 2018-06-29 | 中国矿业大学 | Inclined shaft passes through rich water densification drifting sand layer circulation-induced curtain-grouting method |
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