CN109026015A - A kind of pre-grouting control method suitable for urban subway tunnel - Google Patents
A kind of pre-grouting control method suitable for urban subway tunnel Download PDFInfo
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- CN109026015A CN109026015A CN201810673271.1A CN201810673271A CN109026015A CN 109026015 A CN109026015 A CN 109026015A CN 201810673271 A CN201810673271 A CN 201810673271A CN 109026015 A CN109026015 A CN 109026015A
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- 238000000034 method Methods 0.000 title claims abstract description 25
- 238000005553 drilling Methods 0.000 claims abstract description 50
- 239000004744 fabric Substances 0.000 claims abstract description 37
- 239000002002 slurry Substances 0.000 claims abstract description 37
- 238000007569 slipcasting Methods 0.000 claims abstract description 23
- 230000000694 effects Effects 0.000 claims abstract description 17
- 239000004746 geotextile Substances 0.000 claims abstract description 15
- 238000004088 simulation Methods 0.000 claims abstract description 11
- 238000004364 calculation method Methods 0.000 claims abstract description 7
- 238000013213 extrapolation Methods 0.000 claims abstract description 7
- 238000004458 analytical method Methods 0.000 claims abstract description 4
- 238000007596 consolidation process Methods 0.000 claims abstract description 4
- 238000006073 displacement reaction Methods 0.000 claims abstract description 4
- 238000009826 distribution Methods 0.000 claims abstract description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 8
- 239000011440 grout Substances 0.000 claims description 8
- 238000006748 scratching Methods 0.000 claims description 3
- 230000002393 scratching effect Effects 0.000 claims description 3
- 229920002472 Starch Polymers 0.000 claims 1
- 235000019698 starch Nutrition 0.000 claims 1
- 238000009955 starching Methods 0.000 claims 1
- 238000010276 construction Methods 0.000 description 11
- 238000009412 basement excavation Methods 0.000 description 9
- 238000013461 design Methods 0.000 description 8
- 238000000280 densification Methods 0.000 description 5
- 238000011049 filling Methods 0.000 description 5
- 230000006378 damage Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 2
- 230000009977 dual effect Effects 0.000 description 2
- 238000004880 explosion Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- -1 range of scatter Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000003306 harvesting Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 230000002250 progressing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000002699 waste material 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of pre-grouting control methods suitable for urban subway tunnel, determine slip casting length of tube, the parameter of drilling and the arrangement of drilling of every circulation；Based on borehole pattern, the finite element analysis model about inlet well and geotechnological cloth bag diameter, grouting amount is established using numerical simulation means, different geotechnological cloth bag expansion rates are analyzed for the consolidation effect on stratum and corresponding displacement field, stress field, the distribution situation of plastic zone, determine optimal geotechnological cloth bag diameter and grouting amount；It is drilled using drilling machine along tunnel piercing direction, drilling should have certain extrapolation inclination angle；It will be put into drilling under the Grouting Pipe for being coated with geotechnological cloth bag processed；Slurries are injected in Grouting Pipe, high-strength geotextile bag is flowed by slurry outlet, expansion is filled to geotechnological cloth bag, final grouting amount is determined according to numerical simulation calculation result；Slip casting is carried out to Grouting Pipe by the way of being spaced bored grouting, ultimately forms lateral wall for grouting structure.
Description
Technical field
The present invention relates to a kind of urban subway tunnel pre-grouting control method, it is particularly suitable for shallow embedding or pole shallow embedding is soft
The earth's surface of urban subway tunnel and surrouding rock deformation control under weak formation condition.
Background technique
Currently, China's metro construction cause is just progressing into rapid development period.But due to subway tunnel buried depth
Shallowly, the reasons such as City Buried Pipeline complexity easily cause landslide, ground settlement and line fracture etc. in the construction process and ask
Topic, jeopardizes construction personnel and equipment safety, influences surrounding enviroment and the normal production and living of resident.
To ensure construction safety, influence of the construction to urban environment is reduced, generallys use the method for front pre-grouting over the ground
Layer is reinforced.Slurries are injected in stratum before engineering excavation, by the filling, splitting, compaction of slurries, reach reinforcing
The purpose on stratum.But due to the concealment of Grouting engineering, the diffusion process of slurries, range of scatter, slurries pair during slip casting
The filling densification degree on stratum is difficult to control, and grouting amount is very few, and filling densification effect is undesirable, and slip casting effect is difficult to meet and want
It asks, grouting amount is excessive, then it is excessive to easily cause surface uplift, and road surface, building destruction and underground utilities rupture etc. is caused to be asked
Topic.
Summary of the invention
To solve the above-mentioned problems, the invention proposes a kind of pre-groutings suitable for urban subway tunnel to control skill
Art.This method high reliablity and be widely used, short construction period and process is few, can reach support densification to stratum it is dual plus
Gu effect, grout mixing is controllable, surface uplift can be effectively controlled while avoiding ground settlement, and then realize and apply
The multiple effects such as work safety, construction benefit, urban infrastructure protection.
To achieve the goals above, the present invention adopts the following technical scheme:
A kind of pre-grouting control method suitable for urban subway tunnel of the invention, comprising the following steps:
Step 1: determining slip casting length of tube, the parameter of drilling and the arrangement of drilling of every circulation；
Step 2: based on borehole pattern, being established using numerical simulation means about inlet well and geotechnological cloth bag
The finite element analysis model of diameter, grouting amount analyzes different geotechnological cloth bag expansion rates for the consolidation effect on stratum and corresponding
Displacement field, stress field, the distribution situation of plastic zone, determine optimal geotechnological cloth bag diameter and grouting amount；
According to numerical simulation calculation as a result, different grouting amounts can make geotechnological cloth bag reach different diameters, to stratum
Ground extruding effect and surface uplift influence difference, comprehensively consider excavation disturbance, ground settlement and surface uplift factor, really
The fixed most suitable attainable geotechnological cloth bag diameter of grouting amount institute, is achieved the effect that best with the smallest cost.
Step 3: being drilled using drilling machine along tunnel piercing direction, drilling should have certain extrapolation inclination angle, i.e., along quasi- driving
Tunnel contour line is outward at certain inclination angle；
Step 4: after the completion of drilling, it will be put into drilling under the Grouting Pipe for being coated with high-strength geotextile bag processed,
It should be noted that the integrality of high-strength geotextile bag, avoids because of spillage running pulp caused by the reasons such as scratching in decentralization process；
Step 5: slurries are injected in Grouting Pipe by grouting equipment, high-strength geotextile bag is flowed by slurry outlet, it is right
Geotechnological cloth bag is filled expansion, and final grouting amount is determined according to numerical simulation calculation result；
Step 6: slip casting being carried out to Grouting Pipe by the way of being spaced bored grouting, to squeeze to greatest extent to stratum
Close reinforcing ultimately forms lateral wall for grouting structure.
Further, slip casting length of tube should be equal to or slightly less than drilling depth, and drilling depth excavates drilling depth according to every circulation
It determines, it is generally the case that drilling depth should be greater than excavation drilling depth and be no less than 3m, to guarantee the stabilization of excavated surface earth layer in front
Property；
It is equipped with grout stopping device in the Grouting Pipe front end, for preventing slurries from entering stratum from Grouting Pipe front end, to guarantee
Slurries enter to the greatest extent in geotechnological cloth bag；Slurry outlet is set around the Grouting Pipe, determines pulp hole count as needed
Amount, but at least should ensure that a slurry outlet makes slurries enter geotechnological cloth bag, fill cloth bag.
Further, the geotextiles bag length should be slightly shorter than slip casting length of tube.
Further, base area quality shape and load situation are different, and the bore arrangement mode is fan-shaped arrangement or half
Circular arrangement；For tunnel upper formation only vault part or the only unstable condition in partial region, it is proposed that using fan-shaped arrangement；
For the whole unstable condition of tunnel upper formation, it is proposed that using semicircle arrangement.
Further, in order to improve Grouting Pipe pulp rate and fill rate, the slurry outlet uses quincuncial arrangement,
Pulp hole number can be arranged as needed, it is proposed that pitch of holes is 1.5m~2m.
Further, the drilling should have certain extrapolation inclination angle, i.e., along quasi- driving tunnel contour line outward at one
Constant inclination angle.
Compared with prior art, beneficial effects of the present invention:
(1) Grouting Pipe of high-strength geotextile bag is coated with using face and posterior support as fulcrum, forms a beam type
Structure, the two constitute the shell-like structure around tunnel profile, collapsing for soft stratum can be effectively suppressed, while geotechnological cloth bag is crowded
Close effect can be effectively improved the physico-mechanical properties of soft stratum, enhance the self-bearing ability of soft stratum, reach the branch to stratum
The close dual consolidation effect of bulging.
(2) the support crowd in-out effects of geotechnological cloth bag can effective strengthening stratum, reduction formation pore rate and infiltration after slip casting
Property, improve the physico-mechanical properties of soft stratum, to reach certain water-stagnating effect.
(3) the technology grout mixing is controllable, while grouting amount designs based on numerical simulation calculation result, can
Surface uplift is effectively controlled while avoiding ground settlement.
(4) it is intensively annular to propagate the chance filled high-strength geotextile bag of slurries for the explosion wave that face explosion generates
By reflection, absorption or diffraction after hole slot, formation damage degree and range of disturbance caused by negative drawing wave are greatly reduced.
(5) technical operation is relatively easy, short construction period and process is few, is compared to the construction methods such as tube shed grouting,
Its Grouting Pipe caliber is small, saves material, reduces cost, simultaneously because grout mixing is controllable, reduce because of the unordered expansion of slurries
Dissipate and caused by waste, also reduce costs to a certain extent.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are not constituted an undue limitation on the present application for explaining the application.
Fig. 1 (a) is present invention drilling hole location sector arrangement schematic diagram.
Fig. 1 (b) is present invention drilling hole location semicircle arrangement schematic diagram.
Fig. 2 is bore arrangement mode sectional view of the present invention.
Fig. 3 is schematic structural diagram of the device of the invention.
Fig. 4 is urban subway tunnel pre-grouting control technology flow chart of the invention.
Wherein, 1, tunnel；2, it drills；3, it is coated with the grouting device of high-strength geotextile bag；4, Grouting Pipe；5, high-intensitive
Geotechnological cloth bag；6, slurry outlet；7, grout stopping device；8, slurries (Seed harvest)；9, sealing of hole disk.
Specific embodiment
With reference to the accompanying drawings and examples, specific embodiments of the present invention will be described in further detail.
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless another
It indicates, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular
Also it is intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " packet
Include " when, indicate existing characteristics, step, operation, device, component and/or their combination.
As described in background technology part, in the prior art due to the concealment of Grouting engineering, starched during slip casting
The diffusion process of liquid, range of scatter, slurries are difficult to control the filling densification degree on stratum, and grouting amount is very few, fills densification
Effect is undesirable, and slip casting effect is difficult to meet the requirements, and grouting amount is excessive, then it is excessive to easily cause surface uplift, leads to road surface, builds
The problems such as building object destruction and underground utilities rupture；In order to solve this problem, the invention discloses one kind to be suitable for city underground
The pre-grouting control method in tunnel.
As shown in Figure 3；Device 3 includes Grouting Pipe 4 and geotechnological cloth bag 5；Specific determination method for parameter is as follows:
(1) according to the design schemes such as geology exploration data and existing equipment and materials, excavation drilling depth, reasonable bore is determined
2 arrangement of hole, drilling 2 parameters (drilling depth, bore diameter), 4 length of Grouting Pipe etc.；
2 arrangements that drill determine that method is as follows, as shown in Fig. 1 (a) and Fig. 1 (b):
Base area quality shape and load situation are different, and the bore arrangement mode is fan-shaped arrangement or semicircle arrangement；
For tunnel upper formation only vault part or the only unstable condition in partial region, it is proposed that using fan-shaped arrangement；For tunnel
The whole unstable condition of upper formation, it is proposed that using semicircle arrangement.
2 parameters that drill include drilling depth, bore diameter；
Drilling depth is excavated drilling depth according to every circulation and is determined, it is generally the case that it is many that drilling depth should be greater than excavation drilling depth
In 3m, to guarantee the stability of excavated surface earth layer in front, bore diameter is according to drilling machine model and Grouting Pipe model, drill bit
Model determines that bore diameter is 30~50mm bigger than slip casting pipe diameter under normal conditions.
The determination method of 4 length of Grouting Pipe is as follows:
Wherein, slip casting length of tube should be equal to or slightly less than drilling depth, be greater than every circulation and excavate drilling depth, generally in shallow embedding pine
Cyclic advance in stratum is dissipated to control for the sake of 12~17m, safety more, it is proposed that 4 length of Grouting Pipe should be 1~3m bigger than excavating drilling depth,
It is recommended that slip casting pipe diameter is 30~50mm, the two circulation horizontal laps of splice of Grouting Pipe 4 should be not less than 1m, and specific length can be according to reality
Border strata condition and excavation drilling depth situation are adjusted.
(2) based on the drilling design scheme of step 1, established using numerical simulation means about inlet well 2 and
The finite element analysis model of geotechnological 5 diameter of cloth bag, grouting amount analyzes different geotechnological 5 expansion rates of cloth bag and the reinforcing on stratum is imitated
Fruit and corresponding displacement field, stress field, the distribution situation of plastic zone determine optimal 5 diameter of cloth bag and grouting amount；And require soil
5 length of work cloth bag should be slightly shorter than 4 length of Grouting Pipe；
According to numerical simulation calculation as a result, different grouting amounts can make geotechnological cloth bag reach different diameters, to stratum
Ground extruding effect and surface uplift influence difference, comprehensively consider excavation disturbance, ground settlement and surface uplift factor, really
The fixed most suitable attainable geotechnological cloth bag diameter of grouting amount institute, is achieved the effect that best with the smallest cost
(3) grouting device is assembled
Geotechnological cloth bag 5 determined above is coated on the outside of Grouting Pipe 4, grout stopping device 7 is equipped in 4 front end of Grouting Pipe, for hindering
Only slurries enter stratum from 4 front end of Grouting Pipe, to guarantee that slurries enter to the greatest extent in geotechnological cloth bag 5；The outer ring of Grouting Pipe 4
Slurry outlet 6 is opened up, slurry outlet 6 is in quincuncial arrangement, determines pulp hole number as needed, but at least should ensure that a pulp
Hole 6 makes slurries enter geotechnological cloth bag 5, fills cloth bag.
(4) 2 when being drilled using drilling machine along tunnel piercing direction, drilling 2 should have certain extrapolation inclination angle, i.e., along quasi- driving
Tunnel contour line is outward at certain inclination angle.Extrapolation inclination angle can neither be excessive, can not be too small.Angle too small, it would be possible to cause to infuse
Slurry pipe distal end is hung down within tunnel excavation contour line, influences construction in later period；On the contrary, angle is excessive, Grouting Pipe is from outline excavation
Linear distance is excessive, and the triangle soil body below Grouting Pipe, which collapses, brings very big difficulty to tunnel cutting supporting.In addition, should also be according to brill
Situations such as machine studio space size and slip casting length of tube, comprehensively considers determination.In Practical Project suggest value be 3 °~
20°.After the completion of 2 construction of drilling, sediment in flushing hole, so that drilling meets the decentralization of device 3 and requires.
(5) it after the completion of drilling 2, will be put into drilling under the Grouting Pipe 4 for being coated with high-strength geotextile bag 5 processed,
It should be noted that the integrality of high-strength geotextile bag 5, avoids because of spillage running pulp caused by the reasons such as scratching in decentralization process.
(6) slurries 8 are injected in Grouting Pipe 4 by grouting equipment, high-strength geotextile bag 5 is flowed by slurry outlet 6, it is right
Geotechnological cloth bag 5 is filled expansion, and final grouting amount is determined according to numerical simulation calculation result.
(7) slip casting is carried out to Grouting Pipe 2 by the way of being spaced bored grouting, stratum is carried out with to greatest extent compacted
It reinforces, ultimately forms lateral wall for grouting structure.
Interval bored grouting mode described here refers to: as shown in Fig. 1 (a), drilling sequences are I sequence hole of subdrilling, to I sequence
After the completion of the slip casting of hole, then bored grouting is carried out to II sequence hole；As shown in Fig. 1 (b), drilling sequences are I sequence hole of subdrilling, to I sequence hole
After the completion of slip casting, then bored grouting is carried out to II sequence hole, bored grouting is carried out to III sequence hole again later；Drilling sequence number can basis
Hole number specifically determines, it is generally the case that the division of sequence number is directly proportional to hole number, and hole number is more, then sequence number is more.
(8) in the present invention, the slurries type for filling geotechnological cloth bag 5 is ordinary portland cement slurries (it is recommended that the ratio of mud
For 1:1), after grouting amount reaches design requirement, using rapid hardening plasmoid humor carry out sealing of hole (generally use cement --- waterglass is double
Slurry).
(9) grout injection control and ending standard: a) reach design final pressure when grouting pressure, and be more than initial grouting pressure 1
After times；B) after grouting amount reaches design grouting amount；If grouting pressure not up to designs final pressure, by adjusting slurries gel time
Reach design final pressure；C) two standards more than meet one of them and stop slip casting；D) after reaching final grouting pressure during slip casting,
It is both needed to continue pressure stabilizing 5 minutes, and grouting amount is lower than 5L/min.
Above-mentioned, although the foregoing specific embodiments of the present invention is described with reference to the accompanying drawings, not protects model to the present invention
The limitation enclosed, those skilled in the art should understand that, based on the technical solutions of the present invention, those skilled in the art are not
Need to make the creative labor the various modifications or changes that can be made still within protection scope of the present invention.
Claims (7)
1. a kind of pre-grouting control method suitable for urban subway tunnel, which comprises the following steps:
Step 1: determining slip casting length of tube, the parameter of drilling and the arrangement of drilling of every circulation；
Step 2: based on borehole pattern, being established using numerical simulation means straight about inlet well and geotechnological cloth bag
The finite element analysis model of diameter, grouting amount analyzes different geotechnological cloth bag expansion rates for the consolidation effect on stratum and corresponding
Displacement field, stress field, the distribution situation of plastic zone determine optimal geotechnological cloth bag diameter and grouting amount；
Step 3: being drilled using drilling machine along tunnel piercing direction, drilling should have certain extrapolation inclination angle, i.e., along quasi- driving tunnel
Contour line is outward at certain inclination angle；
Step 4: after the completion of drilling, will be put into drilling, transfer under the Grouting Pipe for being coated with high-strength geotextile bag processed
In the process it should be noted that the integrality of high-strength geotextile bag, avoid because of spillage running pulp caused by the reasons such as scratching；
Step 5: slurries being injected in Grouting Pipe by grouting equipment, high-strength geotextile bag are flowed by slurry outlet, to geotechnique
Cloth bag is filled expansion, and final grouting amount is determined according to numerical simulation calculation result；
Step 6: slip casting being carried out to Grouting Pipe by the way of being spaced bored grouting, to carry out compacted add to stratum to greatest extent
Gu ultimately forming lateral wall for grouting structure.
2. being suitable for the pre-grouting control method of urban subway tunnel as described in claim 1, which is characterized in that the note
Drilling depth should be excavated at least more than every circulation by starching length of tube；The Grouting Pipe front end be equipped with grout stopping device, for prevent slurries from
Grouting Pipe front end enters stratum, to guarantee that slurries enter to the greatest extent in geotechnological cloth bag；It is set out around the Grouting Pipe
Hole is starched, determines pulp hole number as needed, but at least should ensure that a slurry outlet makes slurries enter geotechnological cloth bag, fills cloth
Bag.
3. being suitable for the pre-grouting control method of urban subway tunnel as described in claim 1, which is characterized in that described
Geotextiles bag length should be slightly shorter than slip casting length of tube.
4. being suitable for the pre-grouting control method of urban subway tunnel as described in claim 1, which is characterized in that base area
Quality shape and load situation are different, and the bore arrangement mode is fan-shaped arrangement or semicircle arrangement.
5. being suitable for the pre-grouting control method of urban subway tunnel as described in claim 1, which is characterized in that for tunnel
Road upper formation only vault part or the only unstable condition in partial region, it is proposed that using fan-shaped arrangement；For tunnel top
The whole unstable condition of layer, it is proposed that using semicircle arrangement.
6. as described in claim 1 be suitable for urban subway tunnel pre-grouting control method, which is characterized in that it is described go out
It starches hole and uses quincuncial arrangement, can arrange pulp hole number as needed, it is proposed that pitch of holes is 1.5m~2m.
7. benefit require 1 described in be suitable for urban subway tunnel pre-grouting control method, which is characterized in that the drilling
There should be certain extrapolation inclination angle, i.e., along quasi- driving tunnel contour line outward at certain inclination angle.
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| CN201810673271.1A CN109026015A (en) | 2018-06-27 | 2018-06-27 | A kind of pre-grouting control method suitable for urban subway tunnel |
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| CN110552723A (en) * | 2019-09-16 | 2019-12-10 | 中国十九冶集团有限公司 | Treatment construction method for continuous collapse roof fall of small-section steep slope tunnel |
| CN113898378A (en) * | 2021-09-21 | 2022-01-07 | 苏州大学 | Method for grouting in long-distance large-diameter top pipe in pipe curtain structure supporting construction |
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|---|---|---|---|---|
| CN110552723A (en) * | 2019-09-16 | 2019-12-10 | 中国十九冶集团有限公司 | Treatment construction method for continuous collapse roof fall of small-section steep slope tunnel |
| CN110552723B (en) * | 2019-09-16 | 2021-01-26 | 中国十九冶集团有限公司 | Treatment construction method for continuous collapse roof fall of small-section steep slope tunnel |
| CN113898378A (en) * | 2021-09-21 | 2022-01-07 | 苏州大学 | Method for grouting in long-distance large-diameter top pipe in pipe curtain structure supporting construction |
| CN113898378B (en) * | 2021-09-21 | 2023-06-06 | 苏州大学 | Method for grouting in long-distance large-diameter jacking pipe in pipe curtain structure supporting construction |
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Application publication date: 20181218 |