CN104533468A - Drill hole backfill grouting method for subway tunnel - Google Patents
Drill hole backfill grouting method for subway tunnel Download PDFInfo
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- CN104533468A CN104533468A CN201410814477.3A CN201410814477A CN104533468A CN 104533468 A CN104533468 A CN 104533468A CN 201410814477 A CN201410814477 A CN 201410814477A CN 104533468 A CN104533468 A CN 104533468A
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- metal tube
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- ball valve
- grouting
- aperture
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 239000002184 metal Substances 0.000 claims abstract description 42
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 26
- 239000000853 adhesive Substances 0.000 claims abstract description 12
- 230000001070 adhesive effect Effects 0.000 claims abstract description 12
- 238000004873 anchoring Methods 0.000 claims abstract description 10
- 239000004568 cement Substances 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims abstract description 7
- 239000002002 slurry Substances 0.000 claims description 21
- 238000007569 slipcasting Methods 0.000 claims description 18
- 239000011148 porous material Substances 0.000 claims description 13
- 230000007547 defect Effects 0.000 claims description 8
- 238000005360 mashing Methods 0.000 claims description 8
- 239000004814 polyurethane Substances 0.000 claims description 8
- 229920002635 polyurethane Polymers 0.000 claims description 8
- 239000004593 Epoxy Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 238000009826 distribution Methods 0.000 abstract description 6
- 201000010099 disease Diseases 0.000 abstract description 4
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 abstract description 4
- 239000004744 fabric Substances 0.000 description 10
- 238000005520 cutting process Methods 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 230000008595 infiltration Effects 0.000 description 4
- 238000001764 infiltration Methods 0.000 description 4
- 230000009191 jumping Effects 0.000 description 4
- 238000009304 pastoral farming Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000003822 epoxy resin Substances 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 229920000647 polyepoxide Polymers 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- JOYRKODLDBILNP-UHFFFAOYSA-N Ethyl urethane Chemical compound CCOC(N)=O JOYRKODLDBILNP-UHFFFAOYSA-N 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 230000003090 exacerbative effect Effects 0.000 description 1
- 239000000284 extract Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000007769 metal material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000002459 sustained effect Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil 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)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a small-diameter backfill grouting method for a subway tunnel with automatic hole distribution. The method is used for governing seepage diseases of standard blocks and an arch bottom block of a segment of the subway tunnel. The grouting method includes the steps that drill holes are distributed in the standard blocks and the arch bottom block of the segment first, a primary hole is drilled, anchoring adhesives are injected into the primary hole, a hollow metal tube is inserted into the primary hole, a ball valve is installed at one end of the hollow metal tube, the other end of the hollow metal tube is closed through cement, and the metal tube is fixed in the primary hole after being cured and formed; a secondary hole is then drilled into the ball valve and the primary hole in the radial direction; finally, high molecule size is injected into the metal tube and the secondary hole. An automatic hole distribution method is adopted, leakage water of the segment of the subway tunnel can be governed in a targeted mode, and especially, leakage water of longitudinal joints which are far away from a reserved hole and located between the standard blocks and the arch bottom block of the segment can be governed. A small numerical range is stipulated for grouting hole diameters, and the probability that stirrups with higher laying density of the segment are cut or rubbed during hole drilling is greatly lowered.
Description
Technical field
The present invention relates to a kind of subway tunnel maintenance technology, particularly relating to a kind of drill hole wall post-grouting method for administering subway tunnel section of jurisdiction percolating water.
Background technology
District of Shanghai belongs to soft foundation, high-moisture, high-voidage ratio, high sensitive, low intensive rheological characteristic soft stratum, along with the growth of metro operation time, due to the soil nature of bottom around tunnel, the earth sedimentation, neighboring buildings construction activities, in train operation the impact of the factor such as vibrating load easily cause operation tunnel entirety to there is uneven relative settlement.This differential settlement easily causes the longitudinal joint of tunnel duct piece and circumferential weld to produce percolating water, and water leakage defect increase the development exacerbating tunnel Differential Settlement Disease, the particularly percolating water of calibrated bolck and the arch bottom ring longitudinal joint generation gap, junction of also causing railway roadbed and section of jurisdiction to cast, brings major hidden danger if administered not in time safely to the operation security of subway and tunnel structure.
At present after administering main employing wall, polyurethane slurry is noted to section of jurisdiction calibrated bolck, arch bottom water leakage defect; the gap of the characteristic of polyurethane material water-swellable to section of jurisdiction upstream face is utilized to fill; outside section of jurisdiction, form topping, intercept underground water to the infiltration of section of jurisdiction.But in work progress, find that the method for former grouting behind shaft or drift lining carries out grouting behind shaft or drift lining mainly through the hole of punching calibrated bolck or arch bottom reserved.Because the position of section of jurisdiction preformed hole is fixed; for the percolating water of the ring longitudinal joint of local; adopt " with face get ready " mode, consume lot of materials; and the trend that after wall, topping is formed is difficult to manipulation; can not remove completely the water leakage defect of some positions, a slip casting cycle completes, and the longitudinal joint position between the section of jurisdiction calibrated bolck distant from preformed hole and arch bottom still has infiltration or face, section of jurisdiction to have continuity to wet mark phenomenon; disease management effect often repeatedly, has a strong impact on efficiency of construction.
Summary of the invention
The present invention solves the aforementioned problems in the prior proposition.
The invention provides the pipe with small pipe diameter grouting behind shaft or drift lining method in the autonomous cloth hole of a kind of subway tunnel.
For achieving the above object, the present invention is by the following technical solutions:
The invention provides a kind of subway tunnel drill hole wall post-grouting method, for administering subway tunnel section of jurisdiction calibrated bolck and arch bottom water leakage defect, this grouting method comprises the steps:
Step 1: bore position of arranging on described section of jurisdiction;
Step 2: once hole, pours into anchoring adhesive after clearing up this secondary aperture, the preferred 100-200ml of the amount of pouring into, about such as 150ml;
Step 3: the hollow metal pipe producing an end mounting ball valve, the other end cement seal in advance, by in the secondary aperture described in one end inserting step 2 of this metal tube cement seal, described anchoring adhesive rises along this metal tube outer wall, and with a described hole wall curing molding, this metal tube is fixed in a described secondary aperture;
Step 4: secondary drilling, the ball valve on the metal tube described in opening steps 3, through this ball valve and a described aperture to the secondary pore that spuds in;
Step 5: inject high molecule size in described metal tube and secondary pore;
Step 6: the ball valve of described metal tube is removed, with epoxy mortar shutoff grouting port after completing at least one month, such as half a year by slip casting.
In a preferred embodiment of the present invention, described step 1 adopts the mode in autonomous cloth hole, and autonomous cloth hole must ensure the case of Structural Test of Tunnel Segments, and the main muscle in section of jurisdiction must be avoided in cloth hole site, to guarantee that tunnel segment structure is not damaged.
In another preferred embodiment, the aperture of a described secondary aperture is larger than the aperture of described secondary pore, the aperture of a described secondary aperture is unsuitable excessive, if aperture is excessive, when significantly can promote boring, cutting or grazing are to the probability of the larger stirrup of section of jurisdiction laying density, thus the preferred 15-45mm in aperture of a described secondary aperture, more preferably 20-30mm.Section of jurisdiction thickness is 350mm, and first time boring can not drill section of jurisdiction, reserved about 150mm, and therefore the drilling depth of a described secondary aperture is preferably 150-250mm, such as 200mm; Second time borehole drilling poling sheet, the degree of depth of described secondary pore is preferably 350-450mm.Twice boring is preferably perpendicular to section of jurisdiction.
The anchoring adhesive adopted in grouting method step 2 of the present invention is the macromolecular adhesive material being suitable for being anchored at by metal material in concrete, such as like sharp HIT-RE500, this adhesive needs time of 10-20 hour from construction to solidification completely, therefore in described step 3, metal tube is inserted a secondary aperture to described step 4 secondary drilling between the time interval be at least 12 hours, such as 24 hours.
The slurry poured in grouting method of the present invention is high molecule size, and preferred dual-component polyurethane slurry, is known in the art technology.
In a preferred embodiment of the present invention, the grouting method of described step 5 comprises the steps:
Step a, access in slurry by the pulp-absorbing pipe and return duct that are connected with mashing pump, described mashing pump is by Frequency Converter Control rotating speed;
Step b: the other end of mashing pump is connected Grouting Pipe, and this Grouting Pipe is inserted in the ball valve of metal tube, close ball valve;
Step c: opening power, start the rotating speed of Frequency Converter Control mashing pump at 500-700rpm, closing volume tube valve, slurry enters gear pump, then opens the ball valve of described metal tube, makes slurry by Grouting Pipe and ball valve injection hole;
Steps d: after slip casting terminates, closes the ball valve of metal tube, opens return duct valve, then opens metal tube ball valve and carry out release.
Preferably, every hole grouting amount is 20-40kg.Grouting sequence is preferably: on tunnel is longitudinal, " doing a jumping two ", i.e. every septum secundum holes slip casting one hole; And " getting on, get off ", namely according to injected hole distribution situation, slip casting successively from bottom to top.
The present invention adopts technique scheme, compared with prior art, has following technique effect:
1, the present invention adopts autonomous bore distribution method can administer subway tunnel section of jurisdiction percolating water pointedly, especially to the percolating water from the longitudinal joint position between the distant section of jurisdiction calibrated bolck of preformed hole and arch bottom.
2, slip casting aperture of the present invention defines a little number range, and when significantly reducing boring, cutting or grazing are to the probability of the larger stirrup of section of jurisdiction laying density.
Accompanying drawing explanation
Fig. 1 is subway tunnel section of jurisdiction sectional drawing;
Fig. 2 a is the decomposing section of section of jurisdiction calibrated bolck 11 and 12;
Fig. 2 b is the decomposing section of section of jurisdiction arch bottom 21;
Fig. 3 is the downward projection cloth hole plan view of Fig. 2 a;
Fig. 4 is the schematic diagram of step 3 in grouting method of the present invention;
Fig. 5 is the boring contrast block diagram that in present pre-ferred embodiments, 2 writing brush caliber metal tubes and 1 deposit caliber metal tube.
In figure, 1-section of jurisdiction, 11-calibrated bolck 1,12-calibrated bolck 2,21-arch bottom, 31-adjacent block 1,32-adjacent block 2,41-binds block, 2-metal tube, 3-ball valve, 4-cement end-blocking, 5-anchoring adhesive.
Detailed description of the invention
Carry out detailed and concrete introduction below by specific embodiment to the present invention, to make better to understand the present invention, but following embodiment does not limit the scope of the invention.
Present embodiments provide the pipe with small pipe diameter grouting behind shaft or drift lining method in the autonomous cloth hole of a kind of subway tunnel, for administering subway tunnel section of jurisdiction calibrated bolck and arch bottom water leakage defect.Fig. 1 shows subway tunnel section of jurisdiction sectional drawing, and as seen from the figure, subway tunnel section of jurisdiction 1 comprises calibrated bolck 11 and the calibrated bolck 12 of two lower portion, the adjacent block 31 of arch bottom 21, two upper portion of bottom and adjacent block 32, the block 41 that binds at top.Decompose calibrated bolck 11, calibrated bolck 12 and arch bottom 21 out to show in Fig. 2 a and Fig. 2 b respectively, these three pieces is the position in the present embodiment autonomous cloth hole in subway tunnel.
Described grouting method carries out in accordance with the following steps:
Step 1: bore position that the calibrated bolck 11 in described section of jurisdiction, calibrated bolck 12 and arch bottom 21 are arranged, Fig. 3 shows the downward projection cloth hole plan view of calibrated bolck 11 or calibrated bolck 12, figure medium square line is the main muscle in section of jurisdiction, the main muscle in section of jurisdiction must be avoided during cloth hole, to guarantee that tunnel segment structure is not damaged, square frame interior zone in prioritizing selection figure, wherein category-A region is more preferably region, and category-B region is less preferred region.
Step 2: use TE-YX35/570 drill bit (active length 400mm with electric hammer, #35 drill bit) once to hole, drilling depth, must perpendicular to section of jurisdiction during boring generally at about 200mm, first time boring can not drill the thick section of jurisdiction of 350mm, reserved about 150mm; To hole this secondary aperture of rear cleaning, with inflator, dust blowout in hole has been cleared up with water; Then sharp the HIT-RE500 anchoring adhesive of happiness is poured into, the amount of pouring into about 150ml.
The aperture of a described secondary aperture is unsuitable excessive, if aperture is excessive, when significantly can promote boring, cutting or grazing are to the probability of the larger stirrup of section of jurisdiction laying density.As shown in Figure 5, adopt the metal tube in 1 writing brush footpath to punch 10 times, cutting occurs or touches the number of times only 1 time of stirrup; Adopt the metal tube in 2 writing brush footpaths to punch 3 times, cutting all occurs for 3 times or touches stirrup accident.Thus select the metal tube in 1 writing brush footpath, the preferred 15-45mm in aperture of a described secondary aperture, more preferably 20-30mm, the aperture of described secondary pore is less than the aperture of a described secondary aperture.
Step 3: as shown in Figure 4, produce the hollow metal pipe 2 of an end mounting ball valve 3, the other end cement seal 4 in advance, this metal tube 2 is used in the secondary aperture described in one end 4 inserting step 2 of cement seal, due to metal tube 2 bottom lock in insertion process, anchoring adhesive 5 rises along this metal tube 2 outer wall, and with a described hole wall curing molding, so that this metal tube 2 is fixed in a described secondary aperture; Then the gap place between ball valve 3 and metal tube 2 is secured solid with fast water shutoff mud, install to complete ball valve, and close ball valve 3.
Step 4: after spending 24 hours, open the ball valve 3 on injected hole, uses TE-YX16/920 drill bit (active length 800mm with electric hammer, 16# drill bit) through this ball valve 3 and a described aperture to the secondary pore that spuds in, the degree of depth of secondary pore is 350-450mm, extracts drill bit out, and closes ball valve 3;
Step 5: inject polyurethane slurry in described metal tube and secondary pore;
Step 5.1: assemble frequency converter, slurry gear pump, Grouting Pipe, pulp-absorbing pipe and return duct, the secondary agent adding 6%-8% in polyurethane host is stirred, and the pulp-absorbing pipe of slurry gear pump and return duct are accessed in the slurry be stirred;
Step 5.2: Grouting Pipe is accessed ball valve and fastening;
Step 5.3: opening power, start the rotating speed of Frequency Converter Control slurry gear pump between 500 to 700 turns, the Stress control of slurry gear pump is at 0.3MPa, the closing volume tube valve when slurry enters slurry gear pump, and open the valve of Grouting Pipe and ball valve, after making slurry inject section of jurisdiction wall by Grouting Pipe and ball valve simultaneously; After slip casting terminates, close the valve of ball valve and Grouting Pipe simultaneously, open return duct valve, then open Grouting Pipe valve and carry out release;
Step 5.4: removal Grouting Pipe, removes the residue on section of jurisdiction, ball valve after urethane cures, cleaning slurry gear pump, Grouting Pipe, pulp-absorbing pipe and return duct, in order to avoid residual slurry solidification blocking pipe.
Step 6: the ball valve of described metal tube is removed after completing half a year by slip casting, with epoxy mortar shutoff grouting port, screws on silently.
Every hole grouting amount should control at 20-40kg, suitably can adjust grouting amount according to field condition.
Grouting sequence principle: on tunnel is longitudinal, " doing a jumping two ", i.e. every septum secundum two ring slip casting one ring; " get on, get off ", namely according to injected hole distribution situation, slip casting successively from bottom to top.
The present invention adopts autonomous bore distribution method can administer subway tunnel section of jurisdiction percolating water pointedly, especially to the percolating water from the longitudinal joint position between the distant section of jurisdiction calibrated bolck of preformed hole and arch bottom; Slip casting aperture of the present invention defines a little number range, and when significantly reducing boring, cutting or grazing are to the probability of the larger stirrup of section of jurisdiction laying density.
application examples:
Road-back beach up accident section in Shanghai Rail Line 7 line Longhua is once because by-pass base plate emits silt that dangerous situation occurred, 30 mitron sheets near by-pass and railway roadbed because of tunnel subsidence cause calibrated bolck and arch bottom ring longitudinal joint percolating water situation more serious, comprise gutter and even railway roadbed has ponding, wet mark is had continuously bottom continuous print calibrated bolck section of jurisdiction, these diseases cause further infringement to the accident section tunnel duct piece sustained damage again, and simultaneously moist tunnel environment and ponding all cause corrosion and infringement to the rail on railway roadbed and fastener.
Obvious according to the situation calibrated bolck section of jurisdiction ring longitudinal joint percolating water at scene, the percolating water of arch bottom and calibrated bolck seam crossing causes the suitable humidity of railway roadbed and gutter and surface, section of jurisdiction even to have ponding, has the draining of a certain amount of station to flow into the collecting well of by-pass in gutter.Therefore improvement judges that the water that this section of ponding humidity not only has tunnel to extravasate into also has part to infiltrate the gap with section of jurisdiction bottom gutter from station draining, if can affect connecting of railway roadbed and section of jurisdiction not in time.
Adopt three step constructions from outside to inside:
First stage first carries out polyurethane slip casting after the wall of continuous section of jurisdiction to calibrated bolck preformed hole and arch bottom preformed hole (having arch bottom preformed hole near about 20 meters, by-pass), side calibrated bolck grouting amount controls at 50kg, arch bottom grouting amount controls at 100kg, adopt " doing a jumping two " i.e. every septum secundum two ring slip casting one ring, the order of first arch bottom calibrated bolck again.Substantially to be eliminated by the infiltration phenomenon of a slip casting cycle railway roadbed and calibrated bolck ring longitudinal joint but surface, section of jurisdiction also has continuously wet mark and gutter and arch bottom seam crossing still have infiltration.
Second stage adopts grouting method of the present invention, autonomous cloth hole pipe with small pipe diameter polyurethane slip casting bottom the calibrated bolck of both sides, and grouting amount controls 20 kilograms, same employing " doing a jumping two " i.e. every septum secundum two ring slip casting one ring.Water leakage defect after second stage completes outside tunnel is eliminated substantially.
Phase III carries out borehole inspection to railway roadbed and gutter, find closely knit bottom railway roadbed and bottom gutter, have space, adopt epoxy resin grout liquid grout, utilize epoxy resin adhesion strong, shrinkage is low, the characteristics such as cure cycle is short, to carrying out structural strengthening bottom gutter, to guarantee that the water that station enters Interval Set well does not infiltrate bottom gutter, guarantee that railway roadbed is not encroached on.After three stages completed, the tunnel environment of the humidity of During Initial Stage Construction and serious water leakage defect are thoroughly renovated.
Be described in detail specific embodiments of the invention above, but it is just as example, the present invention is not restricted to specific embodiment described above.To those skilled in the art, any equivalent modifications that the present invention is carried out and substituting also all among category of the present invention.Therefore, equalization conversion done without departing from the spirit and scope of the invention and amendment, all should contain within the scope of the invention.
Claims (10)
1. a subway tunnel drill hole wall post-grouting method, is characterized in that, for administering subway tunnel section of jurisdiction calibrated bolck and arch bottom water leakage defect, this grouting method comprises the steps:
Step 1: bore position of arranging on described section of jurisdiction;
Step 2: once hole, pours into anchoring adhesive after clearing up this secondary aperture;
Step 3: the hollow metal pipe producing an end mounting ball valve, the other end cement seal in advance, by this metal tube by the secondary aperture described in one end inserting step 2 of cement seal, and keep described ball valve to be positioned at outside a secondary aperture, described anchoring adhesive rises along this metal tube outer wall, and with a described hole wall curing molding, this metal tube is fixed in a described secondary aperture;
Step 4: secondary drilling, the ball valve on the metal tube described in opening steps 3, through this ball valve and a described aperture to the secondary pore that spuds in;
Step 5: inject high molecule size in described metal tube and secondary pore;
Step 6: the ball valve of described metal tube is removed after completing at least one month by slip casting, shutoff grouting port.
2. grouting method according to claim 1, is characterized in that, in described step 1, the bore position of arrangement avoids section of jurisdiction reinforcing bar.
3. grouting method according to claim 1, it is characterized in that, the aperture of a described secondary aperture is larger than the aperture of described secondary pore, and the aperture of a described secondary aperture is 15-45mm, the degree of depth of a described secondary aperture is 150-250mm, and the degree of depth of described secondary pore is 350-450mm.
4. grouting method according to claim 1, is characterized in that, a described secondary aperture and secondary pore are perpendicular to described section of jurisdiction.
5. grouting method according to claim 1, is characterized in that, in described step 2, the amount of pouring into of anchoring adhesive is 100-200ml.
6. grouting method according to claim 1, is characterized in that, is separated by least 12 hours between described step 3 and step 4.
7. grouting method according to claim 1, is characterized in that, the high molecule size in described step 5 is dual-component polyurethane slurry.
8. grouting method according to claim 1, is characterized in that, the grouting method of described step 5 comprises: step a, and access in slurry by the pulp-absorbing pipe and return duct that are connected with mashing pump, described mashing pump is by Frequency Converter Control rotating speed;
Step b: the other end of mashing pump is connected Grouting Pipe, and this Grouting Pipe is inserted in the ball valve of metal tube, close ball valve;
Step c: opening power, start the rotating speed of Frequency Converter Control mashing pump at 500-700rpm, closing volume tube valve, slurry enters gear pump, then opens the ball valve of described metal tube, makes slurry by Grouting Pipe and ball valve injection hole;
Steps d: after slip casting terminates, closes the ball valve of metal tube, opens return duct valve, then opens metal tube ball valve and carry out release.
9. grouting method according to claim 8, is characterized in that, every hole grouting amount is 20-40kg.
10. grouting method according to claim 1, is characterized in that, in described step 6, with epoxy mortar shutoff grouting port.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410814477.3A CN104533468B (en) | 2014-12-19 | 2014-12-19 | A kind of subway tunnel the wall of a borehole post-grouting method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410814477.3A CN104533468B (en) | 2014-12-19 | 2014-12-19 | A kind of subway tunnel the wall of a borehole post-grouting method |
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| CN104533468A true CN104533468A (en) | 2015-04-22 |
| CN104533468B CN104533468B (en) | 2018-07-10 |
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| CN105971642A (en) * | 2016-06-30 | 2016-09-28 | 北京城建七建设工程有限公司 | Water seepage treatment device and method for abutted seam of shield segments |
| CN107131001A (en) * | 2017-06-28 | 2017-09-05 | 中铁第四勘察设计院集团有限公司 | A kind of and water delivery and the Railway Tunnel of communication function |
| CN107131001B (en) * | 2017-06-28 | 2023-09-12 | 中铁第四勘察设计院集团有限公司 | High-speed railway tunnel with water delivery and traffic functions |
| CN111927503A (en) * | 2020-06-30 | 2020-11-13 | 上海地铁维护保障有限公司工务分公司 | Subway tunnel wall back grouting method |
| CN111927503B (en) * | 2020-06-30 | 2022-07-08 | 上海地铁维护保障有限公司工务分公司 | Subway tunnel wall back grouting method |
| CN111878119A (en) * | 2020-07-08 | 2020-11-03 | 上海地铁维护保障有限公司工务分公司 | Subway tunnel ballast bed pipe piece wall post-grouting method |
| CN111878119B (en) * | 2020-07-08 | 2022-03-18 | 上海地铁维护保障有限公司工务分公司 | Subway tunnel ballast bed pipe piece wall post-grouting method |
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| CN104533468B (en) | 2018-07-10 |
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