CN110939449A - Method for treating bed rock raised stratum in shield construction - Google Patents
Method for treating bed rock raised stratum in shield construction Download PDFInfo
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- CN110939449A CN110939449A CN201911330541.XA CN201911330541A CN110939449A CN 110939449 A CN110939449 A CN 110939449A CN 201911330541 A CN201911330541 A CN 201911330541A CN 110939449 A CN110939449 A CN 110939449A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 238000000034 method Methods 0.000 title claims abstract description 41
- 239000011435 rock Substances 0.000 title description 5
- 238000005553 drilling Methods 0.000 claims abstract description 54
- 239000002002 slurry Substances 0.000 claims abstract description 41
- 238000005422 blasting Methods 0.000 claims abstract description 34
- 238000007789 sealing Methods 0.000 claims abstract description 19
- 239000000463 material Substances 0.000 claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 13
- 230000000694 effects Effects 0.000 claims abstract description 9
- 239000011083 cement mortar Substances 0.000 claims abstract description 8
- 238000009826 distribution Methods 0.000 claims abstract description 5
- 238000009434 installation Methods 0.000 claims abstract description 5
- 239000000839 emulsion Substances 0.000 claims abstract description 4
- 239000002360 explosive Substances 0.000 claims abstract description 4
- 239000011440 grout Substances 0.000 claims description 12
- 239000011257 shell material Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 5
- 229910000278 bentonite Inorganic materials 0.000 claims description 4
- 239000000440 bentonite Substances 0.000 claims description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 4
- 239000000853 adhesive Substances 0.000 claims description 3
- 230000001070 adhesive effect Effects 0.000 claims description 3
- 239000002390 adhesive tape Substances 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 3
- 230000005540 biological transmission Effects 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 230000002349 favourable effect Effects 0.000 claims description 3
- 210000004907 gland Anatomy 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 2
- 230000005641 tunneling Effects 0.000 abstract description 4
- 238000011010 flushing procedure Methods 0.000 description 3
- 230000003111 delayed effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
-
- 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a method for treating a bedrock raised stratum in shield construction, which comprises the steps of blasting a blast hole, filling emulsion explosive into the blast hole, protecting and capping the blast hole, detonating and grouting at the position of the blast hole; the grouting step comprises the steps of hole distribution, drilling operation, closed mud replacement, sleeve valve pipe installation, sleeve material replacement, grouting construction, grouting sequence and the like, wherein clear water is poured while inserting the sleeve valve pipe in the inserting process, so that the pressure balance inside and outside the pipe is kept, the buoyancy of the pipe is reduced, and the pipe can be lowered conveniently; the casing material with a specific proportion is adopted, cement mortar is adopted to seal the hole in the 2-3 m range of the orifice, and a better sealing effect is obtained. The influence of bedrock blasting on construction is reduced, slurry leakage and collapse are avoided during operation of the shield tunneling machine, and the safety of the construction process is improved.
Description
Technical Field
The invention relates to a special stratum treatment method in shield construction, in particular to a bedrock raised stratum treatment method in shield construction.
Background
In the tunnel shield construction process, hard bedrock bulges often invade a shield tunneling route, if shield tunneling is directly carried out, a shield cutter head is easily damaged, danger is generated, and the construction period is delayed, so that the bedrock bulge stratum is often required to be treated in advance to ensure the safety and high efficiency of shield operation in the stratum.
In the method for pretreating the stratum with the raised bedrock, blasting treatment on the raised bedrock is a common construction method, and after the bedrock is blasted, the undisturbed stratum is damaged and influenced by blasting, a large amount of gaps and chippings are generated in the stratum, so that slurry leakage and collapse can be caused when a shield machine passes through the section, and the construction progress and safety are seriously influenced. Therefore, how to reduce the influence of bedrock blasting on construction becomes an important problem to be solved urgently in the design and construction process.
Disclosure of Invention
The invention provides a bedrock raised stratum processing method in shield construction and a bedrock blasting rear sleeve valve pipe grouting process, aiming at ensuring the safety and high efficiency of shield construction in bedrock raised strata, reducing the influence of bedrock blasting on the construction, ensuring that slurry leakage and collapse do not occur during the operation of a shield machine and improving the safety of the construction process. The specific technical scheme is as follows:
the method comprises the following steps: (1) according to geological survey data in the previous stage, blasting a hole vertically downwards from the ground by adopting a hectometer drill until the top surface of the projection of the bedrock stops; (2) taking holes in the bedrock in the shield line by using a crawler anchoring machine, and arranging PVC protective pipes in the blasting holes; (3) after the blast hole is checked and accepted, emulsion explosive is filled into the blast hole, and then overhead protection and heavy object gland are carried out on the blast hole; (4) detonating, and coring at the raised part of the bedrock after blasting to detect the blasting effect; (5) grouting at the position of the blast hole by adopting a sleeve valve pipe retreating type sectional grouting process.
The grouting process specifically comprises the following steps:
(a) hole distribution operation: after blasting is finished, drilling down to destroy a blast hole;
(b) drilling operation: directly forming a hole in the raised bedrock section by using a drilling machine, and after blasting the raised bedrock section, re-arranging the hole in the blasting section according to a construction scheme for subsequent grouting reinforcement treatment;
(c) and (3) closed slurry replacement: after drilling is finished, replacing the drilling wall protection slurry with fresh closed slurry through a drill rod, pressing the closed slurry into the drilling hole from the bottom by the drill rod, and filling a drilling space until the closed slurry completely replaces the wall protection slurry;
(d) installing a sleeve valve pipe: after the sealing mud is pressed into the hole, immediately inserting a sleeve valve pipe into the hole, connecting two adjacent sections by using a connecting sleeve, and sealing and firmly bonding the sleeve valve pipe and the connecting sleeve by using an adhesive; a blank cap is added at the bottom of the first sleeve valve pipe to seal the bottom opening, and a blank cap is added at the pipe opening; after each section of the sleeve valve pipe is connected, sequentially lowering the sleeve valve pipe into the drill hole until the bottom of the drill hole, and ensuring that the center of the sleeve valve pipe is overlapped with the center of the drill hole during lowering; after the slurry is sealed to be basically gelled, cement mortar is used for supplementary sealing; installing a PVC pipe while installing the sleeve valve pipe, and installing the PVC pipe and the sleeve valve pipe after binding together by using an adhesive tape;
(e) replacing a jacket material: connecting a PVC pipe to a grouting machine, and replacing the closed slurry in the drilled hole with a complete set of shell material through the PVC pipe under the action of grouting pressure; along with the entering of the casing material, the closed mud is displaced from the ground orifice, and the displaced mud is discharged to a mud circulating pool through a mud ditch at the drilling hole; when the discharged slurry contains the shell material, the replacement is stopped;
(f) grouting construction: grouting operation is carried out by adopting a grouting pump; the grouting mode adopts a retreating type sectional grouting mode, namely grouting is conducted in a grouting pipe from the bottom of a hole to the top in a sectional mode, the length of a grouting section is 0.4-0.5 m each time, and after the grouting section is finished, the grouting is conducted in a retreating mode until the grouting of the whole hole is finished; detailed grouting records need to be made in the grouting process;
(g) grouting sequence: drilling holes and grouting at intervals are adopted, the grouting section is divided into a plurality of areas to be conducted, and the distance between grouting sections is favorable for parallel operation and speed up the progress according to the on-site time condition.
Further, the drilling operation in the step (b) specifically comprises the following steps: b1 backfill layers adopt a drilling machine to lead holes, and lower strata are drilled by a geological drilling machine according to the design requirement; the error of the horizontal hole position of the drilled hole is less than or equal to 5cm, the verticality of the drilled hole is less than or equal to +/-1 degrees, and the depth of the drilled hole exceeds the design depth by 0.5-1 m so as to meet the depth of pipe laying; b2 using thin mud to protect wall or dry drilling hole; b3 should not contain foreign material in the drilled hole to facilitate the installation of grouting pipes.
Furthermore, in the inserting process of the sleeve valve pipe in the step (d), clear water is poured while the sleeve valve pipe is inserted, pressure balance inside and outside the pipe is kept, buoyancy of the pipe is reduced, and pipe descending is facilitated; the weight ratio of the shell material in the step (e) is cement: bentonite: water = 1: 1.5-2.5: 1, adopting cement mortar to seal the hole in the orifice part within the range of 2-3 m for obtaining better sealing effect.
Furthermore, during the grouting construction in the step (f), each section of grouting is controlled by a grout stop plug, grout can only diffuse to the stratum in the section under the control of the grout stop plug, and after the full-hole grouting is finished, the core pipe is immediately taken out for cleaning so as to prevent the grout from solidifying in the core pipe.
Furthermore, in order to ensure the grouting quality and prevent the occurrence of slurry stringing, a grouting construction principle of drilling and grouting holes is adopted in the engineering, and when the parallel operation of drilling and grouting construction is adopted, the spacing distance between the drilling hole and the grouting hole is more than 6 m; the grouting pressure is preset, and the concrete pressure setting is as follows: grouting pressure of a broken stone section of the tunnel body is 1.5-2.0 MPa; grouting pressure of 1.5-2.0 MPa in a region 1m from the top of the tunnel; the preset grouting pressure is the pressure of the grouting pipe orifice, attenuation and loss in the process of grouting pressure transmission layer are considered, and the pumping pressure of the grouting pump is 2.0 times of the pressure of the grouting pipe orifice.
The invention adopts the grouting construction principle of drilling one hole and grouting one hole, thereby ensuring the grouting quality and preventing the occurrence of slurry crossing; the sleeve valve pipe grouting process after the bedrock blasting is performed by adopting the sequence of hole distribution, drilling operation, closed mud replacement, sleeve valve pipe installation, sleeve material replacement, grouting construction and grouting, clean water is poured while inserting the sleeve valve pipe in the inserting process, the pressure balance inside and outside the pipe is kept, the buoyancy of the pipe is reduced, and the pipe is favorably lowered; the casing material with a specific proportion is adopted, cement mortar is adopted to seal the hole in the 2-3 m range of the orifice, and a better sealing effect is obtained. The influence of bedrock blasting on construction is reduced, slurry leakage and collapse are avoided during operation of the shield tunneling machine, and the safety of the construction process is improved.
Detailed Description
The present invention will be described in further detail with reference to specific embodiments in order to make the above objects, features and advantages more apparent and understandable.
The method comprises the following steps: (1) according to geological survey data in the previous stage, blasting a hole vertically downwards from the ground by adopting a hectometer drill until the top surface of the projection of the bedrock stops; (2) taking holes in the bedrock in the shield line by using a crawler anchoring machine, and arranging PVC protective pipes in the blasting holes; (3) after the blast hole is checked and accepted, emulsion explosive is filled into the blast hole, and then overhead protection and heavy object gland are carried out on the blast hole; (4) detonating, and coring at the raised part of the bedrock after blasting to detect the blasting effect; (5) grouting at the position of the blast hole by adopting a sleeve valve pipe retreating type sectional grouting process.
The grouting process specifically comprises the following steps:
(a) hole distribution operation: after blasting is finished, drilling down to destroy a blast hole;
(b) drilling operation: directly forming a hole in the raised bedrock section by using a drilling machine, and after blasting the raised bedrock section, re-arranging the hole in the blasting section according to a construction scheme for subsequent grouting reinforcement treatment;
(c) and (3) closed slurry replacement: after drilling is finished, partial slag soil which collapses and falls off during drilling exists at the bottom of the hole, fresh closed mud is used for replacing the drilling wall protection mud through a drill rod, and the closed mud is proportioned according to bentonite: the ratio of water to water is 4:1, the sealing slurry is pressed in from the bottom of a drilling hole by a drill rod, and a drilling space is filled until the sealing slurry completely replaces the wall protection slurry;
(d) installing a sleeve valve pipe: after the sealing mud is pressed into the hole, immediately inserting a sleeve valve pipe into the hole, wherein the length of each section of the sleeve valve pipe is 4m, two adjacent sections are connected by a PVC connecting sleeve with the length of 20cm, and the sleeve valve pipe and the connecting sleeve are sealed and firmly bonded by adopting a U-PVC adhesive; a blank cap is added at the bottom of the first sleeve valve pipe to seal the bottom opening, and a blank cap is added at the pipe opening; after each section of the sleeve valve pipe is connected, sequentially lowering the sleeve valve pipe into the drill hole until the bottom of the drill hole, and ensuring that the center of the sleeve valve pipe is overlapped with the center of the drill hole as much as possible during lowering; the sealing slurry pressed in advance can overflow from the orifice while the pipe is lowered, the sealing slurry can automatically sink after the pipe is lowered to the place, the sinking depth can reach 2m after the slurry is basically gelled, and the cement mortar is used for supplementary sealing; installing a phi 20mm PVC pipe while installing the sleeve valve pipe, and installing the phi 20mm PVC pipe and the sleeve valve pipe after binding together by using an adhesive tape;
(e) replacing a jacket material: the method is that a phi 20mmPVC pipe is connected to a grouting machine, and the sealing slurry in the drilled hole is replaced by the phi 20mmPVC pipe under the action of grouting pressure; the casing material enters the bottom of the drill hole through a phi 20mm PVC pipe under the action of 0.5MPa pressure, closed slurry is displaced from a ground hole along with the entrance of the casing material, and the displaced slurry is discharged to a slurry circulation tank through a slurry ditch at the drill hole; when the discharged slurry contains the shell material, the replacement is stopped;
(f) grouting construction: carrying out grouting operation by adopting an KBY-50/70 grouting pump or an SYB-60/160 type grouting pump; the grouting mode adopts a retreating type sectional grouting mode, namely grouting is conducted in a grouting pipe from the bottom of a hole to the top in a sectional mode, the length of a grouting section is 0.4-0.5 m each time, and after the grouting section is finished, the grouting is conducted in a retreating mode until the grouting of the whole hole is finished; detailed grouting records need to be made in the grouting process;
(g) grouting sequence: drilling holes and grouting at intervals are adopted, the grouting section is divided into a plurality of areas to be conducted, and the distance between grouting sections is favorable for parallel operation and speed up the progress according to the on-site time condition.
Further, the drilling operation in the step (b) specifically comprises the following steps: b1 backfill layers adopt a drilling machine to lead holes, and lower strata adopt a phi 89 drill bit to drill holes according to design requirements by a geological drilling machine; the error of the horizontal hole position of the drilled hole is less than or equal to 5cm, the verticality of the drilled hole is less than or equal to +/-1 degrees, and the depth of the drilled hole exceeds the design depth by 0.5-1 m so as to meet the depth of pipe laying; b2 using slurry to protect wall or dry drill to form hole with aperture not less than 89 mm; b3, impurities cannot be left in the drilled hole, so that the installation of a grouting pipe is facilitated; b4 drillers have rich requirements and experience, can roughly judge the blasting effect of the bedrock according to the drilling process, and is convenient to determine the drilling depth. Drilling records are required to be made in the construction process so as to determine the pipe descending condition of the grouting pipe; b5 finishing drilling, installing grouting pipe and pulling out the casing.
Furthermore, in the inserting process of the sleeve valve pipe in the step (d), clear water is poured while the sleeve valve pipe is inserted, pressure balance inside and outside the pipe is kept, buoyancy of the pipe is reduced, and pipe descending is facilitated; the weight ratio of the shell material in the step (e) is cement: bentonite: water = 1: 1.5-2.5: 1, adopting cement mortar to seal the hole in the orifice part within the range of 2-3 m for obtaining better sealing effect.
Furthermore, during the grouting construction in the step (f), each section of grouting is controlled by a grout stop plug, grout can only diffuse to the stratum in the section under the control of the grout stop plug, and after the full-hole grouting is finished, the core pipe is immediately taken out for cleaning so as to prevent the grout from solidifying in the core pipe.
Furthermore, in order to ensure the grouting quality and prevent the occurrence of slurry stringing, a grouting construction principle of drilling and grouting holes is adopted in the engineering, and when the parallel operation of drilling and grouting construction is adopted, the spacing distance between the drilling hole and the grouting hole is more than 6 m; the grouting technical requirements are as follows: the specific gravity of the single cement slurry is 1.6; grouting pressure control: according to the pressure-bearing warehouse entry pressure maintaining requirement and the grouting construction experience, the grouting pressure is preset, and the concrete pressure setting is as follows: grouting pressure of a broken stone section of the tunnel body is 1.5-2.0 MPa; grouting pressure of 1.5-2.0 MPa in a region 1m from the top of the tunnel; the preset grouting pressure is the pressure of the grouting pipe orifice, attenuation and loss in the process of grouting pressure transmission layer are considered, and the pumping pressure of the grouting pump is 2.0 times of the pressure of the grouting pipe orifice. Controlling grouting amount: and (4) carrying out the dry-cast rock blasting according to the grouting construction experience of similar engineering, wherein the pulp suction amount of the bed rock blasting section per linear meter is about 0.8m during the dry-cast rock blasting at the preset grouting pressure.
Further, after each section of grouting is finished, hole flushing is immediately carried out, a flushing pipe is inserted into the bottom of the sleeve valve pipe, clear water is pressed in until water returned from the hole opening is basically clean, the water pipe is repeatedly moved up and down in the flushing process, cement paste in the pipe is flushed cleanly, and subsequent grouting is facilitated; and (4) immediately plugging the orifice of the grouting pipe after grouting of each hole is finished, and timely sealing the hole.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention, and the present invention is not limited thereto, and any person skilled in the art can substitute or change the technical solution of the present invention and its inventive concept within the technical scope of the present invention.
Claims (6)
1. A method for treating a bedrock raised stratum in shield construction is characterized by comprising the following steps: (1) blasting a hole vertically downwards from the ground by adopting a hectometer drill until the top surface of the projection of the bedrock stops; (2) taking holes in the bedrock in the shield line by using a crawler anchoring machine, and arranging PVC protective pipes in the blasting holes; (3) after the blast hole is checked and accepted, emulsion explosive is filled into the blast hole, and then overhead protection and heavy object gland are carried out on the blast hole; (4) detonating, and coring at the raised part of the bedrock after blasting to detect the blasting effect; (5) grouting at the position of the blast hole by adopting a sleeve valve pipe retreating type sectional grouting process.
2. The method for treating the stratum raised from bedrock in shield construction according to claim 1, wherein the grouting process in the step (5) comprises the following steps:
(a) hole distribution operation: after blasting is finished, drilling down to destroy a blast hole;
(b) drilling operation: directly forming a hole in the raised bedrock section by using a drilling machine, and after blasting the raised bedrock section, re-arranging the hole in the blasting section according to a construction scheme for subsequent grouting reinforcement treatment;
(c) and (3) closed slurry replacement: after drilling is finished, replacing the drilling wall protection slurry with fresh closed slurry through a drill rod, pressing the closed slurry into the drilling hole from the bottom by the drill rod, and filling a drilling space until the closed slurry completely replaces the wall protection slurry;
(d) installing a sleeve valve pipe: after the sealing mud is pressed into the hole, immediately inserting a sleeve valve pipe into the hole, connecting two adjacent sections by using a connecting sleeve, and sealing and firmly bonding the sleeve valve pipe and the connecting sleeve by using an adhesive; a blank cap is added at the bottom of the first sleeve valve pipe to seal the bottom opening, and a blank cap is added at the pipe opening; after each section of the sleeve valve pipe is connected, sequentially lowering the sleeve valve pipe into the drill hole until the bottom of the drill hole, and ensuring that the center of the sleeve valve pipe is overlapped with the center of the drill hole during lowering; after the slurry is sealed to be basically gelled, cement mortar is used for supplementary sealing; installing a PVC pipe while installing the sleeve valve pipe, and installing the PVC pipe and the sleeve valve pipe after binding together by using an adhesive tape;
(e) replacing a jacket material: connecting a PVC pipe to a grouting machine, and replacing the closed slurry in the drilled hole with a complete set of shell material through the PVC pipe under the action of grouting pressure; along with the entering of the casing material, the closed mud is displaced from the ground orifice, and the displaced mud is discharged to a mud circulating pool through a mud ditch at the drilling hole; when the discharged slurry contains the shell material, the replacement is stopped;
(f) grouting construction: grouting operation is carried out by adopting a grouting pump; the grouting mode adopts a retreating type sectional grouting mode, namely grouting is conducted in a grouting pipe from the bottom of a hole to the top in a sectional mode, the length of a grouting section is 0.4-0.5 m each time, and after the grouting section is finished, the grouting is conducted in a retreating mode until the grouting of the whole hole is finished; detailed grouting records need to be made in the grouting process;
(g) grouting sequence: drilling holes and grouting at intervals are adopted, the grouting section is divided into a plurality of areas to be conducted, and the distance between grouting sections is favorable for parallel operation and speed up the progress according to the on-site time condition.
3. The method for treating the stratum raised from bedrock in shield construction according to claim 2, wherein the drilling operation in the step (b) comprises the following steps: b1 backfill layers adopt a drilling machine to lead holes, and lower strata are drilled by a geological drilling machine according to the design requirement; the error of the horizontal hole position of the drilled hole is less than or equal to 5cm, the verticality of the drilled hole is less than or equal to +/-1 degrees, and the depth of the drilled hole exceeds the design depth by 0.5-1 m so as to meet the depth of pipe laying; b2 using thin mud to protect wall or dry drilling hole; b3 should not contain foreign material in the drilled hole to facilitate the installation of grouting pipes.
4. The method for treating a bedrock raised stratum in shield construction according to any one of claims 2 or 3, wherein in the step (d), clean water is poured while inserting the sleeve valve pipe, so that the pressure balance inside and outside the pipe is kept, the buoyancy of the pipe is reduced, and the pipe can be lowered conveniently; the weight ratio of the shell material in the step (e) is cement: bentonite: water = 1: 1.5-2.5: 1, adopting cement mortar to seal the hole in the orifice part within the range of 2-3 m for obtaining better sealing effect.
5. The method according to claim 1, wherein during the grouting in step (f), each section of the grouting is controlled by a grout stop plug, the grout can only diffuse into the stratum in the section under the control of the grout stop plug, and after the full-hole grouting is finished, the core pipe is immediately taken out for cleaning so as to prevent the grout from solidifying in the core pipe.
6. The method for treating the stratum with raised bedrock in shield construction according to claim 5, wherein in order to ensure the grouting quality and prevent the occurrence of slurry cross, the grouting construction principle of drilling one hole and grouting one hole is adopted in the engineering, and when the parallel operation of drilling and grouting construction is adopted, the spacing distance between the drilling hole and the grouting hole is more than 6 m; the grouting pressure is preset, and the concrete pressure setting is as follows: grouting pressure of a broken stone section of the tunnel body is 1.5-2.0 MPa; grouting pressure of 1.5-2.0 MPa in a region 1m from the top of the tunnel; the preset grouting pressure is the pressure of the grouting pipe orifice, attenuation and loss in the process of grouting pressure transmission layer are considered, and the pumping pressure of the grouting pump is 2.0 times of the pressure of the grouting pipe orifice.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201911330541.XA CN110939449A (en) | 2019-12-20 | 2019-12-20 | Method for treating bed rock raised stratum in shield construction |
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| CN201911330541.XA CN110939449A (en) | 2019-12-20 | 2019-12-20 | Method for treating bed rock raised stratum in shield construction |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
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| Title |
|---|
| 杨书江: "《隧道/地下工程》", 《袖阀管法注浆加固地层施工》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
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