CN108005681B - Compaction grouting method - Google Patents
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- CN108005681B CN108005681B CN201710968229.8A CN201710968229A CN108005681B CN 108005681 B CN108005681 B CN 108005681B CN 201710968229 A CN201710968229 A CN 201710968229A CN 108005681 B CN108005681 B CN 108005681B
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- 238000000034 method Methods 0.000 title claims abstract description 62
- 238000005056 compaction Methods 0.000 title claims abstract description 18
- 238000005553 drilling Methods 0.000 claims abstract description 20
- 238000010276 construction Methods 0.000 claims abstract description 17
- 230000000694 effects Effects 0.000 claims abstract description 10
- 239000011083 cement mortar Substances 0.000 claims abstract description 4
- 238000004140 cleaning Methods 0.000 claims abstract description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 36
- 230000008569 process Effects 0.000 claims description 27
- 238000003825 pressing Methods 0.000 claims description 8
- 230000035699 permeability Effects 0.000 claims description 7
- 239000002689 soil Substances 0.000 claims description 7
- 238000001514 detection method Methods 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 5
- 238000004458 analytical method Methods 0.000 claims description 4
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 238000007619 statistical method Methods 0.000 claims description 3
- 238000010998 test method Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims 1
- 238000012544 monitoring process Methods 0.000 claims 1
- 238000007569 slipcasting Methods 0.000 description 12
- 239000011435 rock Substances 0.000 description 6
- 239000002002 slurry Substances 0.000 description 6
- 230000008439 repair process Effects 0.000 description 4
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000740 bleeding effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000012466 permeate 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
- 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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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides a compaction grouting method, which comprises the following steps: drilling grouting holes in the standard block of the ring pipe sheet, wherein the grouting holes comprise a first group of grouting holes, a second group of grouting holes and a third group of grouting holes which are distributed from bottom to top in sequence and are in a symmetrical structure; sleeve valve pipes are arranged in the grouting holes, and the one-way valves are arranged at the upper ends of the sleeve valve pipes; gaps formed between the grouting holes and the outer wall of the sleeve valve pipe are blocked by adopting quick-setting cement mortar; symmetrically grouting the first group of grouting holes, the second group of grouting holes and the third group of grouting holes from bottom to top in sequence; after grouting, checking the grouting effect, and performing hole-filling grouting on unqualified sections; and (5) immediately cleaning the sleeve valve pipe, the grouting machine and the stirrer after grouting construction is finished. By adopting the compaction grouting method provided by the technical scheme of the invention, the grouting efficiency can be improved, and the stability of the structures on two sides of the tunnel is ensured, so that the subway can stably run.
Description
Technical Field
The invention relates to the technical field of compaction grouting, in particular to a compaction grouting method.
Background
The section from yellow sand to the long service life road of the Guangzhou subway line I is a shield tunnel section, and a foundation pit and a pile foundation of project construction are close to a station and an interval tunnel. Since 1 month in 2011, the longitudinal cracks of the duct piece descending at 10-12 points (facing a yellow sand station) at the top of the tunnel from K5+ 400-K5 +483 are more, the number of the cracks on an individual duct piece reaches 4, most of the cracks penetrate through the whole duct piece, and the maximum crack width is about 0.58 mm; most of the pipe pieces at 12-3 points (facing the yellow sand station) at K5+ 411-K5 +480 have longitudinal cracks, and the crack parts are approximately in mirror image distribution with the descending line. The duct piece cracks more seriously from 12 points to 1 point at K5+440, and the maximum crack width is about 0.5 mm. The number of the upward cracks is 72, the number of the downward cracks is 53, and the total number is 125. Because the yellow long section is in a serious damage state, a reinforcing method is urgently needed to be found in order to ensure the operation of a first subway line and the life and property safety of passengers, so that the reinforcing treatment is carried out on the stratum on the side edge of the tunnel.
The compaction grouting is to inject thick slurry into the soil body to form holes in the soil body, the grouting amount is increased along with the increase of pressure, the holes are expanded, the pore pressure in the surrounding soil body is forced to rise, the pore pressure is gradually dissipated within a period of time after the grouting is finished, and the surrounding soil body is compacted to improve the strength, so that the aim of reinforcing the foundation is fulfilled.
The existing compaction grouting technical scheme adopts single-hole grouting operation, the operation efficiency is low, the grouting holes are unreasonably distributed, then grouting is carried out at each grouting hole randomly or according to a certain sequence, the grouting amount and the grouting time of each grouting hole are inconsistent, and in conclusion, the reinforced structures at the two sides of the tunnel are inconsistent, so that the subway track is uneven, and the operation of trains is influenced by the uneven stress of the subway in operation.
Disclosure of Invention
The invention aims to provide a compaction grouting method which can improve grouting efficiency and ensure the stability of structures on two sides of a tunnel so as to ensure stable operation of a subway.
Based on the above, the invention provides a compaction grouting method, which comprises the following steps:
1) drilling grouting holes in a standard block of a ring pipe sheet, wherein the grouting holes comprise a first group of grouting holes, a second group of grouting holes and a third group of grouting holes which are sequentially distributed from bottom to top, the plane where a central axis passing through a tunnel and a center line of a rail are located is used as a reference plane, and the first group of grouting holes, the second group of grouting holes and the third group of grouting holes respectively comprise two grouting holes which are symmetrically distributed relative to the reference plane;
2) sleeve valve pipes are arranged in the grouting holes, and one-way valves are arranged at the upper ends of the sleeve valve pipes;
3) gaps formed between the grouting holes and the outer wall of the sleeve valve pipe are blocked by adopting quick-setting cement mortar;
4) symmetrically grouting the first group of grouting holes, the second group of grouting holes and the third group of grouting holes from bottom to top in sequence;
5) after grouting, checking the grouting effect, and performing hole-filling grouting on unqualified sections;
6) and immediately cleaning the sleeve valve pipe, the grouting machine and the stirrer after grouting construction is finished.
Further, during drilling in the step 1), aligning a drilling machine to the position of the grouting hole, and adjusting the verticality to ensure vertical hole forming.
Further, the plugging area in the step 3) is in the range of 1 m-1.5 m from the ground to the ground below.
Further, before grouting is started, a water pressing test is carried out, and proper grouting parameters are selected.
Further, the grouting parameters comprise grouting amount, grouting time and grouting pressure.
Furthermore, the settlement, deformation and stress increment of the tunnel are monitored and data are recorded in the grouting process.
Further, when the grouting process is monitored, the grouting pressure is reduced or grouting is stopped when any one of the following conditions is found:
a. cracks appear in the grouting process;
b. the deformation of the vault of the tunnel exceeds 1 mm;
c. the settlement of the ground surface exceeds 10mm or the rise of the ground surface exceeds 2 mm;
d. the stress increment of the ring segment changes abruptly.
Further, in the step 4), sectional grouting is adopted, the grouting step distance is 0.6-1 m, and in the grouting process, when the pressure rises or the grouting amount is reached, the sleeve valve pipe is moved upwards by the length of the grouting step distance.
Further, in the step 4), the final grouting pressure is 0.1 MPa-0.2 MPa.
Further, the specific checking method in step 5) adopts any one of the following methods:
a. analysis method: carrying out statistical analysis on the grouting records, and judging the grouting effect by analyzing the grouting amount, the final pressure value and the pressure stabilizing time;
b. water injection test method: pressing clear water into a drilling test section by using the dead weight of a water pump or a water column, and calculating the water permeability A of the test section, wherein A is not more than 10Lu and is qualified;
c. a drilling inspection method: and after 28 days of grouting, taking a detection hole on each of two sides of the arch waist, and measuring unconfined compressive strength B in the detection holes, wherein the unconfined compressive strength B is qualified if the B is more than or equal to 0.15 MPa.
The embodiment of the invention has the following beneficial effects:
1. according to the compaction grouting method, the grouting holes are symmetrically formed in the standard blocks of the annular duct piece, and the first group of grouting holes, the second group of grouting holes and the third group of grouting holes are symmetrically grouted from bottom to top in sequence in the grouting process, so that the grouting efficiency is improved, the structure of the reinforced two sides of the tunnel is consistent, the structure of the two sides of the tunnel is stable, the subway rails are kept flat, and the stable operation of the subway is guaranteed; make the structure that is located the bottom to consolidate earlier by supreme slip casting order down behind the slip casting, upwards consolidate in proper order, the construction is more reasonable and make the structure more stable, and the slip casting in-process is examined the slip casting effect, in time finds unqualified district and repairs from this for the construction goes on smoothly.
2. Before grouting, a pressurized water test is carried out, and the strength of the water permeability of the rock mass can be judged according to the pressurized water head, the length of the test section and the stable water infiltration amount, so that grouting parameters are selected, and the smooth grouting operation is ensured.
3. The method has the advantages that settlement, deformation and stress increment of the tunnel are monitored and data are recorded in the grouting process, so that problems can be found in time in the construction process, operation guidance can be provided for future operation, grouting operation can be analyzed conveniently, grouting can be stopped or grouting pressure can be reduced in time when problems occur in the grouting process, and accordingly the safety of grouting operation is guaranteed.
4. And segmented grouting is adopted, the grouting step pitch is 0.6-1 m, and in the grouting process, when the pressure rises or reaches the grouting amount, the sleeve valve pipe is moved upwards by the length of one grouting step pitch, so that the grouting amount is sufficient, continuous grouting is ensured, and the structure formed after grouting can be more stable by stably moving the distance.
Drawings
Fig. 1 is a schematic structural diagram of a grouting process according to an embodiment of the present invention.
In the figure: 1-ring pipe piece, 2-first group of grouting holes, 3-second group of grouting holes, 4-third group of grouting holes and 5-one-way valve.
Detailed Description
The technical scheme of the invention is further explained by combining the drawings and the embodiment as follows:
as shown in fig. 1, the compaction grouting method in this embodiment includes the following steps:
1) drilling grouting holes in a standard block of a ring pipe sheet 1, wherein the grouting holes comprise a first group of grouting holes 2, a second group of grouting holes 3 and a third group of grouting holes 4 which are sequentially distributed from bottom to top, the plane where a central axis passing through a tunnel and a central line of a rail are located is taken as a reference plane, the first group of grouting holes 2, the second group of grouting holes 3 and the third group of grouting holes 4 respectively comprise two grouting holes which are symmetrically distributed relative to the reference plane, and it is required to be pointed out that the distribution of underground reinforcing steel bars needs to be surveyed in the process of drilling the grouting holes, the positions of the grouting holes can be finely adjusted, and the reinforcing steel bars are avoided, so that the drilling is smooth;
2) the sleeve valve pipes are arranged at the grouting holes, the check valves 5 are arranged at the upper ends of the sleeve valve pipes, the check valves 5 prevent the slurry from flowing backwards in the grouting process, so that the slurry can smoothly enter the soil body, and it is pointed out that in the embodiment, the check valves 5 are connected with the sleeve valve pipes through flanges, the flanges are simple in structure, the check valves 5 can be compactly connected with the sleeve valve pipes, the bottoms of the sleeve valve pipes are arranged at the bottoms of the grouting holes, and the upper ends of the sleeve valve pipes are exposed out of the ground for a certain distance;
3) gaps formed between the grouting holes and the outer wall of the sleeve valve pipe are blocked by adopting quick-setting cement mortar, so that slurry bleeding in the grouting process is prevented;
4) symmetrical grouting is sequentially carried out on the first group of grouting holes 2, the second group of grouting holes 3 and the third group of grouting holes 4 from bottom to top, so that grouting efficiency can be improved, the grouting and soil bodies of the tunnel side stratum can be compacted simultaneously through the symmetrical grouting, the stress is uniform after the whole tunnel side stratum is reinforced, the inclination of a subway rail due to one side stress cannot be caused, the pavement of the subway rail can be further ensured to be smooth, the subway can run stably, the structure at the bottom is reinforced first after grouting according to the bottom-to-top grouting sequence, the structure is reinforced upwards in sequence, construction is more reasonable, the structure is more stable, and it needs to be pointed out that the grouting material adopted in the embodiment is the test that superfine cement, cement paste or double-fluid slurry is determined to be adopted;
5) after grouting is finished, checking the grouting effect, and performing hole-repairing grouting on unqualified sections, so as to find out unqualified sections in time and repair the unqualified sections, and thus the construction is smoothly performed;
6) after the grouting construction is finished, the sleeve valve pipe, the grouting machine and the stirrer are cleaned immediately, and the slurry is prevented from being adhered to the equipment, so that the next operation can be performed normally.
Based on the technical scheme, the compaction grouting method is characterized in that grouting holes are symmetrically formed in the standard block of the ring pipe piece 1, and the first group of grouting holes 2, the second group of grouting holes 3 and the third group of grouting holes 4 are symmetrically grouted from bottom to top in sequence in the grouting process, so that the grouting efficiency is improved, the reinforced structures on two sides of the tunnel are ensured to be consistent, the structures on two sides of the tunnel are stable, the subway rails are kept flat, and the stable operation of the subway is ensured; make the structure that is located the bottom to consolidate earlier by supreme slip casting order down behind the slip casting, upwards consolidate in proper order, the construction is more reasonable and make the structure more stable, and the slip casting in-process is examined the slip casting effect, in time finds unqualified district and repairs from this for the construction goes on smoothly.
Further, when drilling in the step 1), the drilling machine is aligned to the position of the grouting hole, and perpendicularity is adjusted to ensure vertical hole forming, so that the sleeve valve pipe is convenient to mount and grouting is more convenient and faster.
Furthermore, the plugging area in the step 3) is in the range of 1 m-1.5 m from the ground to the ground below, so that the construction cost is effectively reduced on the premise of meeting the structural strength.
In the embodiment, before grouting, a water pressing test is carried out, appropriate grouting parameters are selected, and the water pressing test is an in-situ test for pressing water into a drill hole in a high-pressure mode and calculating rock mass fracture conditions and water permeability according to the water absorption capacity of the rock mass. The water-pressing test is that a drilling test section with a certain length is isolated by special water-stopping equipment, then water is pressed into the drilling section by a fixed water head, water permeates into a rock body through cracks around a hole wall, and finally the amount of permeated water tends to a stable value. According to the water head, the length of the test section and the stable water infiltration amount, the strength of the water permeability of the rock mass can be judged. Therefore, grouting parameters are selected, and smooth grouting operation is guaranteed. Further, the grouting parameters include grouting amount, grouting time and grouting pressure.
The embodiment monitors the settlement, deformation and stress increment of the tunnel and records data in the grouting process so as to find problems in time in the construction process, provide operation guidance for future operation and facilitate analysis of grouting operation. Further, when the grouting process is monitored, the grouting pressure is reduced or grouting is stopped when any one of the following conditions is found:
a. cracks appear in the grouting process;
b. the deformation of the vault of the tunnel exceeds 1 mm;
c. the settlement of the ground surface exceeds 10mm or the rise of the ground surface exceeds 2 mm;
d. the stress increment of ring segment 1 changes abruptly.
Further, sectional grouting is adopted in the step 4), the grouting step distance is 0.6-1 m, and in the grouting process, when the pressure rises or reaches the grouting amount, the sleeve valve pipe is moved upwards by the length of one grouting step distance, so that the grouting amount is sufficient, continuous grouting is guaranteed, and the formed structure after grouting is more stable due to stable moving distance.
Further, in the step 4), the final grouting pressure is 0.1-0.2 MPa, the final grouting pressure is 0.2MPa selected at the bottom end of the grouting hole, and the final grouting pressure is 0.1MPa at the position of the grouting hole close to the ground, so that the grouting operation is smoothly performed.
The specific inspection method in step 5) of this embodiment adopts any one of the following methods:
a. analysis method: carrying out statistical analysis on the grouting records, and judging the grouting effect by analyzing the grouting amount, the final pressure value and the pressure stabilizing time;
b. water injection test method: pressing clear water into a drilling test section by using the dead weight of a water pump or a water column, and calculating the water permeability A of the test section, wherein A is not more than 10Lu and is qualified;
c. a drilling inspection method: and after 28 days of grouting, taking a detection hole on each of two sides of the arch waist, and measuring unconfined compressive strength B in the detection holes, wherein the unconfined compressive strength B is qualified if the B is more than or equal to 0.15 MPa.
By adopting the compaction grouting method provided by the embodiment of the invention, the standard blocks of the ring pipe sheet 1 are symmetrically provided with grouting holes, and the first group of grouting holes 2, the second group of grouting holes 3 and the third group of grouting holes 4 are symmetrically grouted from bottom to top in sequence in the grouting process, so that the grouting efficiency is improved, the reinforced structures at two sides of the tunnel are ensured to be consistent, the structures at two sides of the tunnel are stable, the subway track is kept flat, and the stable operation of the subway is further ensured; make the structure that is located the bottom to consolidate earlier by supreme slip casting order down behind the slip casting, upwards consolidate in proper order, the construction is more reasonable and make the structure more stable, and the slip casting in-process is examined the slip casting effect, in time finds unqualified district and repairs from this for the construction goes on smoothly. Before grouting, a pressurized water test is carried out, and the strength of the water permeability of the rock mass can be judged according to the pressurized water head, the length of the test section and the stable water infiltration amount, so that grouting parameters are selected, and the smooth grouting operation is ensured. The method has the advantages that settlement, deformation and stress increment of the tunnel are monitored and data are recorded in the grouting process, so that problems can be found in time in the construction process, operation guidance can be provided for future operation, grouting operation can be analyzed conveniently, grouting can be stopped or grouting pressure can be reduced in time when problems occur in the grouting process, and accordingly the safety of grouting operation is guaranteed. And segmented grouting is adopted, the grouting step pitch is 0.6-1 m, and in the grouting process, when the pressure rises or reaches the grouting amount, the sleeve valve pipe is moved upwards by the length of one grouting step pitch, so that the grouting amount is sufficient, continuous grouting is ensured, and the structure formed after grouting can be more stable by stably moving the distance.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and substitutions can be made without departing from the technical principle of the present invention, and these modifications and substitutions should also be regarded as the protection scope of the present invention.
Claims (9)
1. A compaction grouting method is characterized by comprising the following steps:
1) drilling grouting holes in a standard block of a ring pipe sheet, wherein the grouting holes comprise a first group of grouting holes, a second group of grouting holes and a third group of grouting holes which are sequentially distributed from bottom to top, the plane where a central axis passing through a tunnel and a center line of a rail are located is used as a reference plane, and the first group of grouting holes, the second group of grouting holes and the third group of grouting holes respectively comprise two grouting holes which are symmetrically distributed relative to the reference plane;
2) sleeve valve pipes are arranged in the grouting holes, and one-way valves are arranged at the upper ends of the sleeve valve pipes; the bottom of the sleeve valve pipe is arranged below the bottom of the grouting hole, and the upper end of the sleeve valve pipe is exposed out of the ground for a certain distance;
3) gaps formed between the grouting holes and the outer wall of the sleeve valve pipe are blocked by adopting quick-setting cement mortar;
4) symmetrically grouting the first group of grouting holes, the second group of grouting holes and the third group of grouting holes from bottom to top in sequence; the symmetric grouting enables the grout and soil mass of the stratum at the side of the tunnel to be compacted simultaneously, and uniform stress of the whole stratum at the side of the tunnel is guaranteed after the stratum is reinforced;
5) after grouting, checking the grouting effect, and performing hole-filling grouting on unqualified sections;
6) after grouting construction is finished, immediately cleaning the sleeve valve pipe, a grouting machine and a stirrer;
and monitoring the settlement, deformation and stress increment of the tunnel in the grouting process and recording data.
2. The compaction grouting method according to claim 1, wherein during drilling in step 1), a drilling machine is aligned with the position of the grouting hole, and perpendicularity is adjusted to ensure vertical hole forming.
3. The method of claim 1, wherein the plugging area in step 3) is in the range of 1 m-1.5 m from the ground to the ground below.
4. A method of compacted grouting according to claim 1, characterised in that before the start of grouting, a water-pressure test is carried out, selecting the appropriate grouting parameters.
5. The method of claim 4, wherein the grouting parameters include grouting amount, grouting time, and grouting pressure.
6. A method of compacted grouting according to claim 1, characterized in that the grouting pressure is reduced or the grouting is stopped when the grouting process is monitored, if any of the following conditions is found:
a. cracks appear in the grouting process;
b. the deformation of the vault of the tunnel exceeds 1 mm;
c. the settlement of the ground surface exceeds 10mm or the rise of the ground surface exceeds 2 mm;
d. the stress increment of the ring segment changes abruptly.
7. The compaction grouting method according to claim 1, wherein in step 4), segmental grouting is adopted, the grouting step distance is selected to be 0.6-1 m, and the sleeve valve pipe is moved upwards by the length of the grouting step distance when the pressure rises or the grouting amount is reached during grouting.
8. The method of claim 1, wherein in step 4), the final grouting pressure is 0.1MPa to 0.2 MPa.
9. The compaction grouting method according to claim 1, wherein the specific inspection method in step 5) is any one of the following methods:
a. analysis method: carrying out statistical analysis on the grouting records, and judging the grouting effect by analyzing the grouting amount, the final pressure value and the pressure stabilizing time;
b. water injection test method: pressing clear water into a drilling test section by using the dead weight of a water pump or a water column, and calculating the water permeability A of the test section, wherein A is not more than 10Lu and is qualified;
c. a drilling inspection method: and after 28 days of grouting, taking a detection hole on each of two sides of the arch waist, and measuring unconfined compressive strength B in the detection holes, wherein the unconfined compressive strength B is qualified if the B is more than or equal to 0.15 MPa.
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| CN201710968229.8A CN108005681B (en) | 2017-10-16 | 2017-10-16 | Compaction grouting method |
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| CN109458194B (en) * | 2018-12-24 | 2020-01-31 | 同济大学 | staged grouting treatment method for renovating deformation of cross section of tunnel |
| CN112031826B (en) * | 2020-08-31 | 2022-09-09 | 中铁四院集团工程建设有限责任公司 | Method for remedying tunnel deformation |
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| JPH09158690A (en) * | 1995-12-13 | 1997-06-17 | Taisei Corp | Forming method for slide arch center for tunnel lining and grout filling hole |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CA2315468A1 (en) * | 2000-08-10 | 2002-02-10 | Thermax International Corp. | Multi grouting system |
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| JPH09158690A (en) * | 1995-12-13 | 1997-06-17 | Taisei Corp | Forming method for slide arch center for tunnel lining and grout filling hole |
| CN103953367A (en) * | 2014-04-18 | 2014-07-30 | 中国水电顾问集团华东勘测设计研究院有限公司 | Method of eliminating liquefaction in shield tunnel stratum in tunnel |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
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