CN101975067A - Light-section mud shield powder fine sand layer receiving method - Google Patents
Light-section mud shield powder fine sand layer receiving method Download PDFInfo
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- CN101975067A CN101975067A CN 201010512037 CN201010512037A CN101975067A CN 101975067 A CN101975067 A CN 101975067A CN 201010512037 CN201010512037 CN 201010512037 CN 201010512037 A CN201010512037 A CN 201010512037A CN 101975067 A CN101975067 A CN 101975067A
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Abstract
The invention discloses a light-section mud shield powder fine sand layer receiving method, which comprises the following steps of: preparing technology; embedding an injection pipe at an opening; mounting a cord fabric rubber plate and a pressing plate; constructing a temporary tunnel portal; installing a receiving facility; refilling sand and recharging water; shielding to reach a front measuring state; reinforcing duct pieces; and pushing the shield, assembling the duct pieces and recharging mortar in the tunnel. The method has the advantages of high operability and good social and economic benefits.
Description
Technical field
The present invention relates to light section slurry shield fine sand layer method of reseptance.
Background technology
Along with deepening continuously of Construction of Urban Rail Traffic, shield structure technology in the application of underground engineering field more and more widely, network of underground and established tunnel are more and more intensive simultaneously, and environment that shield-tunneling construction faced and geological conditions are also more complicated, and shield-tunneling construction difficulty and risk are increasing.Domestic risk prevention and technical management to engineering construction project under tunnel and the intricately is that theoretical research or application in practice have all obtained significant progress.
Shield structure turnover hole is the critical process that shield method is built the tunnel, and the quality of this operation construction technology will directly have influence on builds up tunnel, back or the axis quality of pipeline, the effect of inlet and outlet cave place environmental protection and the success or failure of engineering construction.Though the successful case that makes a breakthrough is more pierced in the slurry balance shield turnover aspect freezing technology, but these mostly mainly tackle heavy one or two difficult point or risk point.In the construction of tunnel that runs into that geological conditions is complicated unusually, construction risk and technological difficulties are extremely concentrated, have only by fully investigation in early stage, in-site modeling test, constructure scheme through repeatedly assessment argument and optimization of expert, adopt finishing smoothly that reliable measures and organiztion measure just can guarantee to construct at last.
Shield structure turnover hole especially receives at the saturability fine sand layer, water burst very easily occurs and gushes sand, large tracts of land ground occurs and subsides, and causes extremely bad social influence.
Summary of the invention
In order to remedy above-mentioned defective, the applicant send Anqing Changjiang to pass through in the construction of tunnel to pass through district's edpth of tunnel at this project shield structure in the gas east of undertaking the construction of, river big, the rich water of bottom and pass through the powder fine sand, shield structure receiving position is apart from embankment along the Yangtze 152m only, and shield structure time of reception is in the Changjiang river flood season, gush sand and ground accident such as cave in case water burst occurs, consequence is hardly imaginable.
For guaranteeing that the shield structure receives safety, unit in charge of construction has carried out scientific and technical innovation, has adopted the method for water and soil balance, and safety has been finished the shield structure smoothly and received.This method is workable, has favorable social and economic benefits.
When receiving the vertical shaft lining cutting, reserve and receive the hole; be connected to ground in last pre-buried Grouting Pipe, arrange after sealing waits facility and build the fixing protection of door again, carry out reception facilities then and arrange with brick; back-up sand is poured water in well at last, makes to receive in the vertical shaft hydraulic pressure greater than stratum hydraulic pressure on every side.After treating that the shield structure enters the reception vertical shaft, carry out slip casting on ground with chemical pulp, biliquid slurry, single liquid slurry, multiple slurries combination slurry injection technique by pre-buried Grouting Pipe, reinforce the space that connects section section of jurisdiction and ground interlayer, confirm to connect the section tunnel structure firmly, the underground water shutoff good after, remove the Sha Heshui that receives in the vertical shaft, carry out the dismounting of shield structure and hang out.
Light section slurry shield fine sand layer method of reseptance of the present invention may further comprise the steps: technology is prepared; The pre-buried Grouting Pipe in hole; Cord rubber tile and pressing plate are installed; Apply interim portal; Reception facilities is installed; Backfill sand and recharge water; Before arriving, the shield structure measures attitude; The section of jurisdiction reinforces; Recharge mortar in the propelling of shield structure, segment assembly and the hole.
Further, the technology preparation process comprises and cuts diaphragm wall in the portal scope, treats cutterhead incision diaphragm wall, bores with shield cutter storehouse inspecting hole and punches diaphragm wall, the radar scanning of cooperation geology, the accurate position of making the shield structure from inspecting hole and scanning information.
Further, the pre-buried Grouting Pipe step in hole is included in the pre-buried three row's hoop slip casting wired hoses in edge, hole to be provided doorway; Strengthen at the pre-buried two row's hoop slip casting wired hoses of three row's hoop slip casting wired hose seaming positions; Hoop slip casting wired hose is connected with the slip casting steel pipe that elevates above the soil respectively, arranges at certain intervals between each hoop wired hose; The slip casting steel pipe is embedded in the portal secondary lining concrete, adopts expansion bolt to fix, and hoop slip casting wired hose one end adopts the joint shutoff, and the other end adopts joint to be connected with the slip casting steel pipe; Adopt electric drill boring in hoop slip casting wired hose position, each hole quincuncial arrangement.
Further, installation cord rubber tile and pressing plate step are included in and adopt expansion bolt to fix first block of hoop steel plate in the secondary lining concrete, again screw rod is welded on the expansion bolt, the cord rubber tile is installed then, second block of hoop steel plate is installed at last and used fixed by nut.
Further, reception facilities is installed step and is comprised that the former pedestal platform with rigidity installs in received well by receiving requirement, cuts off the peripheral support reinforcing bar, leads platform with plain concrete and receives, before backfill water, sand, the hard thing complete removal of shield structure job area will be influenced.
Further, backfill sand and recharge water step are included in and adopt sand and rice stone mixed filling in the portal, sand: Mi Shi=1: 1, and all the other locations are adopted the sand backfill to make and are received the certain thickness sand of silo bottom backfill.
Further, measure attitude step before the shield structure arrives and comprise definite anterior shield structure position and attitude worked as, adopt the geologic radar detection shield machine apart from the accurate position of portal.
Further, the section of jurisdiction reinforces step and comprises the section of jurisdiction tension that connects section with being positioned at, and the section of jurisdiction of adopting the semi arch steel plate will be positioned at the corresponding number of rings that connects section reinforces.
Further, recharging the mortar step in the propelling of shield structure, segment assembly and the hole comprises that the shield structure arrives to push ahead behind the diaphragm wall and stops deslagging after crossing diaphragm wall, push ahead the section of jurisdiction by shield structure thrust, all enter vertical shaft up to the shield tail, the shield structure stops operation, and in time applies take-up device after finishing last endless tube sheet assembly unit; In tunneling process, in time observe the displacement situation of section of jurisdiction, rear portion, unusual timely stopping to occur, and in time inject biliquid slurry backfill shutoff in this section; In the pipe sheet assembling process, every assembly unit 1 endless tube sheet, in time bilateral symmetry is injected the cement paste shutoff; After pipe sheet assembling is finished, locate slip casting by receiving the pre-buried Grouting Pipe of portal to the hole, at first inject cement paste by received well ground, the biliquid that reinjects slurry, periphery forms effective shutoff face at the hole.
Further, two rings begin trailer bottom steel plate is cut two square holes behind the shield tail, and the section of jurisdiction injected hole is reserved, and install injected hole in advance the section of jurisdiction, top.
Further, it is afterwards further comprising the steps of that this method is recharged the mortar step in the propelling of shield structure, segment assembly and hole: the slip casting shutoff; The slip casting plugging effect is checked; Cleaning vertical shaft Nei Shui and sand; Dismantle and hang out the shield structure; And apply portal, the dismounting hang out the back supporting.
Further, slip casting shutoff step comprises according to from inside to outside, the order that gets on, get off carries out hoop slip casting; After the section slip casting of received well hole is finished, inject the biliquid slurry by the full section in inherent shield tail position, tunnel again, and full section injects the polyurethane shutoff in the position, last three sections of jurisdiction of shield tail position.
Further, the biliquid slurry is in section of jurisdiction injected hole position slip casting, inject from injected hole position, section of jurisdiction earlier when injecting polyurethane, punch in upper bolt hole position, section of jurisdiction again, the high-pressure slip-casting pipe is installed, symmetry is injected polyurethane synchronously then, and the high-pressure slip-casting pipe that next procedure is used is installed after finishing again, wants batch (-type) to inject when injecting polyurethane.
Further, after the slip casting plugging effect checks that step comprises that slip casting is finished, water level in the pump drainage received well stage by stage, observed stage rise situation, find the unusual or water level rising of SEA LEVEL VARIATION, timely recharge water, and in the tunnel, continue to inject biliquid slurry and polyurethane shutoff; After inspection meets the demands,, begin the sediment outflow scarfing cinder then with the outer whole shutoff of penetrating passage of well.
Further, cleaning vertical shaft Nei Shui and sand step comprise utilizes the shield structure to enter the plasma discharge system, displacement vertical shaft backfill layer of sand; Water in the pump drainage vertical shaft is found the unusual or water level rising of SEA LEVEL VARIATION, timely recharge water, and in the tunnel, continue to inject biliquid slurry and polyurethane shutoff; Again to openings position observation, find that little seepage channel in time uses polyurethane shutoff once more, and adopt brick after sand is removed the space shutoff between portal and the section of jurisdiction.
Further, cut diaphragm wall 30cm in the portal scope, cutterhead incision diaphragm wall 30cm.
Further, described three row's hoop slip casting wired hoses are Ф 25 wired hoses of joint length 5.6m, described two row's hoop slip casting wired hoses are Ф 25 wired hoses of joint length 3m, array pitch between the hoop wired hose is 50cm, three row's hoop slip casting wired hose boring length 5.6m, two row's hoop slip casting wired hose boring length 3m.
Further, the outer radius of described cord rubber tile is 1855mm, and inside radius is 1300mm.
Further, the height h10 that plain concrete is led platform is 452mm, and bottom width h11 is 2500mm, and arc section width h12 is 1980mm.
Description of drawings
Fig. 1 is a shield structure receiving process flow chart;
Fig. 2 is the pre-buried detail drawing of Grouting Pipe;
Fig. 3 is cord rubber tile and interim portal schematic diagram;
Fig. 4 leads the platform schematic diagram for plain concrete;
Fig. 5 for the shield structure after arriving the position and the receiver section hole in pipe sheet assembling situation schematic diagram;
Fig. 6 is that No. 1 trailer bottom steel plate cuts the hole site schematic diagram.
Among the figure: 1-10 slip casting wired hose; 11-slip casting steel pipe; The 12-diaphragm wall; 13-secondary lining concrete; The 14-shield machine; 15-vertical shaft base plate; The 16-plain concrete is led platform; The former pedestal platform of 17-; The brick portal of 18-; 19-hoop steel plate; The 20-screw rod; The 21-expansion bolt; 22-cord rubber tile; The 23-nut; The 24-section of jurisdiction; 25-section of jurisdiction internal diameter; The 26-track; The 27-steel plate cuts off square hole; 28-holder car front portion
The specific embodiment
One, technology is prepared
1, the outer water and soil pressure balance of well is a foundation in the well to keep, and the back-up sand design of pouring water, no swell swelling sand generation when guaranteeing to connect are carried out in the simulation shield structure river situation during driving down.
2, for making the shield structure cut diaphragm wall smoothly, reducing shield structure propelling resistance, conveniently carrying out shield structure position determines, manually or with other modes cut diaphragm wall in the portal scope, those skilled in the art can be according to the job site actual needs, with the purpose that can reach the shield structure and cut, reduce shield structure propelling resistance smoothly, conveniently carry out determining shield structure position is foundation, determines the length of diaphragm wall.In the present embodiment, diaphragm wall length is 30cm.
3, treat cutterhead incision diaphragm wall 30cm, bore (in the present embodiment, being positioned at 1040mm directly over the shield structure center) with shield cutter storehouse inspecting hole and punch diaphragm wall, cooperate geology radar scanning, the accurate position of from inspecting hole and scanning information, making the shield structure.
4, simultaneously with all artificial removing of the reinforcing bar that leans out, guaranteeing does not have not clear reinforcing bar in the shield structure outer contour 10cm scope.
Two, the pre-buried Grouting Pipe in hole
Wherein, Grouting Pipe comprises hoop slip casting wired hose and slip casting steel pipe.For after the shield structure is connected effectively plugged well outward underground water enter the passage of vertical shaft, before backfill sand, elder generation is pre-buried three row's hoop slip casting wired hose 1-6 at edge, hole to be provided doorway, the length of hoop slip casting wired hose 1-6 and diameter can determine voluntarily that according to actual needs present embodiment is selected Ф 25 wired hoses of joint length 5.6m for use.Pre-buried two row's hoop slip casting wired hose 7-10 strengthen at three row's hoop slip casting wired hose seaming positions, the length of hoop slip casting wired hose 7-10 and diameter can determine voluntarily that according to actual needs present embodiment is selected Ф 25 wired hoses of joint length 3m for use.The hoop wired hose is connected with the slip casting steel pipe 11 that elevates above the soil respectively, and the diameter of slip casting steel pipe can determine voluntarily that according to actual needs present embodiment is selected the slip casting steel pipe of Ф 32 for use.Arrange at certain intervals between each hoop wired hose, the spacing between each hoop wired hose can determine voluntarily that according to actual needs hoop wired hose array pitch is 50cm in the present embodiment.Grouting tube is embedded in the portal secondary lining concrete 13, adopts the expansion bolt of 8cm to fix.The shutoff of an employing joint of wired hose, other end adopt joint to be connected with the slip casting steel pipe.
Adopt electric drill boring in the wired hose position, in the present embodiment, three row's hoop slip casting wired hose boring length 5.6m, two row's hoop slip casting wired hose boring length 3m, aperture 12mm, pitch-row 10cm, quincuncial arrangement; Wired hose and joint thereof need to want can bear more than the 4Mpa pressure and can come into operation by ground experiment.See the pre-buried detail drawing of Fig. 2 Grouting Pipe, h1 is 1000mm among the figure, and h2 is 300mm, and h3 is 1200mm.
Three, cord rubber tile and pressing plate are installed
For guaranteeing that the hole connects the section slip casting effect,, reserve the openings position erection loop to steel plate 19 and cord rubber tile 22 at the secondary lining concrete with the shield tunnel center that inspecting hole is made.
Particularly, when portal hoop steel plate is installed, first block of hoop steel plate 19 adopts expansion bolt 21 to be fixed in the secondary lining concrete 13, screw rod 20 with 24mm is welded on the expansion bolt 21 again, cord rubber tile 22 is installed then, second block of hoop steel plate 19 is installed again and is used nut 23 retainer rings to steel plate.In the present embodiment, cord rubber tile outer radius 1855mm, inside radius 1300mm, those skilled in the art also can determine the inside and outside radius of cord rubber tile according to actual requirement of engineering.See Fig. 3 cord rubber tile and interim portal schematic diagram, h4 is 500mm among the figure, and h5 is 3500mm; H6 is 200mm, and h7 is 700mm, and h8 is 4200mm, and h9 is 900mm, and R1 is 1750mm.
Four, apply interim portal
For avoiding slurries to flow in a large number in the vertical shaft, fix and protection at the brick portal of building of vertical shaft external application.
With the brick portal of building 18, see Fig. 3 cord rubber tile and interim portal schematic diagram after the installation of cord rubber tile.
Five, reception facilities is installed
The former pedestal platform 17 of rigidity is good and sound in received well by receiving requirement, cut off the peripheral support reinforcing bar, make plain concrete into and lead platform 16 receptions, see that Fig. 4 plain concrete leads the platform schematic diagram, there is shown in the present embodiment plain concrete and lead the concrete structure parameter of platform, height h10 is 452mm, and bottom width h11 is 2500mm, and arc section width h12 is 1980mm.But the concrete structure parameter that plain concrete is led platform is not limited thereto, and those skilled in the art can determine voluntarily according to the physical dimension and the actual requirement of engineering of shield machine.
For fear of because of back-up sand, pour water cause the shield structure to pass through diaphragm wall, vertical shaft can't be observed shield attitude, avoids the shield structure because of hard thing stops, before backfill water, sand, will influence the hard thing complete removal of shield structure job area.
Six, backfill sand and recharge water
Annotate the biliquid slurry and polyurethane reaches plugging effect for making, adopt a sand and a rice stone mixed filling in the portal, sand: Mi Shi=1: 1 is to increase stratum slurries infiltration capacity, the intensity of this section after the raising slip casting.All the other locations are adopted the sand backfill to make and are received the enough certain thickness sand of silo bottom backfill, and those skilled in the art can determine the thickness of suitable backfill sand according to actual requirement of engineering.
The monitoring groundwater table guarantees that water level is greater than groundwater table in the well.
Seven, measure attitude before the shield structure arrives
For guaranteeing that the shield structure can receive smoothly, avoid occurring the shield structure and depart from the portal position, need survey crew to determine present shield structure position and attitude, adopt the geologic radar detection shield machine apart from the accurate position of portal simultaneously.
Eight, the section of jurisdiction reinforces
1, will be positioned at the section of jurisdiction tension that connects section, the number of rings of tension section of jurisdiction can be determined according to length of tunnel and water and soil pressure.
2, the section of jurisdiction of adopting the semi arch steel plate will be positioned at the corresponding number of rings that connects section reinforces, semi arch steel plate and bolt position welding.Reinforce the number of rings of section of jurisdiction and can determine that the thickness of steel plate and width also can be determined according to actual requirement of engineering according to length of tunnel and water and soil pressure.
Nine, recharge mortar in the propelling of shield structure, segment assembly and the hole
(1) the shield structure arrives at diaphragm wall and promptly enters receiver section, push ahead and stop deslagging after crossing diaphragm wall, push ahead the section of jurisdiction by shield structure thrust then, all enter vertical shaft up to the shield tail, the shield structure stops operation, and in time applies take-up device after finishing last endless tube sheet assembly unit.See pipe sheet assembling situation schematic diagram in position after Fig. 5 shield structure arrives and the receiver section hole, numbering (5)-(17) are that number the section of jurisdiction among the figure.
In this tunneling process, in time observe the displacement situation of section of jurisdiction, rear portion, unusual timely stopping to occur, and in time inject biliquid slurry backfill shutoff in this section.
Accomplish every assembly unit 1 endless tube sheet in the pipe sheet assembling process, in time bilateral symmetry is injected the cement paste shutoff, and two grouting stop-valves are installed in the injected hole.Mix as a spot of accelerating admixture to slurries during slip casting, accelerate the setting time of slurries, setting time was controlled at 4～6 hours, and every ring grouting amount is controlled at 2m
3Be advisable.After having annotated slurry and pulling out the slip casting tube head,, adopt in the injected hole position and to cram clever shutoff with Louing, and in time install and block up hand hole cover because of slurries also do not solidify.
Because of being subjected to No. 1 trailer bottom steel project, tunnel bottom slip casting rings, for guaranteeing the bottom plugging effect, two rings begin No. 1 trailer bottom steel plate is cut the square hole 27 of two 1.5m * 30cm behind the shield tail, and the section of jurisdiction injected hole is reserved, and install injected hole in advance the section of jurisdiction, top.See that Figure 61 trailer bottom steel plate cuts the hole site schematic diagram.
(2) after pipe sheet assembling is finished, locate slip casting by receiving the pre-buried Grouting Pipe of portal to the hole, at first inject cement paste by received well ground, the biliquid that reinjects slurry, periphery forms effective shutoff face at the hole.
Ten, slip casting shutoff
The hoop grouting sequence is by from inside to outside, and the principle that gets on, get off is carried out, and it is in proper order: 1 → 2 → 3 → 4 → 5 → 6 → 7 → 9 → 8 → 10 (see figure 2)s
Every pipe cement injection is not less than 1.0m
3, the biliquid slurry is not less than 1.5m
3Be advisable biliquid slurry 60s time of setting.
After the section slip casting of received well hole is finished, again by inherent shield tail position, tunnel, promptly (12), section of jurisdiction (13), section of jurisdiction (14), the full section in position, section of jurisdiction (15) are annotated the biliquid slurry in the section of jurisdiction, and (13), section of jurisdiction (14), the full section in position, section of jurisdiction (15) are annotated the polyurethane shutoff in the section of jurisdiction.
The biliquid slurry can be in section of jurisdiction injected hole position slip casting, but want when annotating polyurethane to inject from injected hole position, slip casting section of jurisdiction earlier, utilize electric pick on the section of jurisdiction, to encircle punching (in the punching of bolt hole position) again, the high-pressure slip-casting pipe is installed, utilize 2 to annotate ester machine symmetry notes ester synchronously then, the high-pressure slip-casting pipe that next procedure is used is installed after finishing again, is wanted batch (-type) to inject when annotating ester, it is fully expanded.
Blocked slip casting position, bottom if run into trailer floor, can trailer floor have been cut off in this position.
11, the slip casting plugging effect is checked
After slip casting is finished, water level (water level will be lower than groundwater table 4m at that time) in the pump drainage received well stage by stage, observed stage rise situation finds that the unusual or water level of SEA LEVEL VARIATION rises, timely recharge water, and in the tunnel, continue to annotate biliquid slurry and polyurethane shutoff.After inspection meets the demands,, begin sediment outflow then and be cut clearly the outer whole shutoff of penetrating passage of well.
12, cleaning vertical shaft Nei Shui and sand
Utilize the shield structure to enter the plasma discharge system, displacement vertical shaft backfill layer of sand guarantees that water level is constant in the vertical shaft in the quarrel process clearly at sediment outflow;
Water in the pump drainage vertical shaft; the speed of drawing water is controlled in strictness, stage stops draining and omnidistance observed stage situation of change, finds the unusual or water level rising of SEA LEVEL VARIATION, timely recharge water; and in the tunnel, continue to annotate biliquid slurry and polyurethane shutoff, can continue draining after reaching slip casting effect.
The shield structure is arranged sordid sand, treats manually to remove after the drawdown, wants symmetry, the discrepancy in elevation to be not more than 0.5m during artificial sand removal, the ponding in preparing simultaneously to dig down in the foul water pump pump drainage received well.
After removing, sand, finds that little seepage channel in time uses polyurethane shutoff once more again to openings position observation; And adopt brick with the space shutoff between portal and the section of jurisdiction.
13, dismantle and hang out the shield structure
Dismounting shield structure also hangs out, supporting wouldn't the dismounting in back.
14, apply portal, the dismounting hang out the back supporting
Portal applies by designing requirement and finishes, and it is supporting and hang out to finish behind the portal dismounting back.
Though embodiments of the invention have been described with reference to the drawings above, it will be understood by those skilled in the art that under the situation that does not break away from the scope of the invention and spirit, can make various modifications and variations to the present invention.Therefore, should be appreciated that the above embodiments are not restrictions, but the illustrating of various aspects.
Claims (19)
1. light section slurry shield fine sand layer method of reseptance may further comprise the steps:
Technology is prepared;
The pre-buried Grouting Pipe in hole;
Cord rubber tile and pressing plate are installed;
Apply interim portal;
Reception facilities is installed;
Backfill sand and recharge water;
Before arriving, the shield structure measures attitude;
The section of jurisdiction reinforces; And
Recharge mortar in the propelling of shield structure, segment assembly and the hole.
2. light section slurry shield fine sand layer method of reseptance according to claim 1, technology preparation process wherein, comprise and cut diaphragm wall in the portal scope, treat cutterhead incision diaphragm wall, punch diaphragm wall with shield cutter storehouse inspecting hole brill, cooperate geology radar scanning, the accurate position of from inspecting hole and scanning information, making the shield structure.
3. light section slurry shield fine sand layer method of reseptance according to claim 1, wherein the pre-buried Grouting Pipe step in hole is included in the pre-buried three row's hoop slip casting wired hoses in edge, hole to be provided doorway; Strengthen at the pre-buried two row's hoop slip casting wired hoses of three row's hoop slip casting wired hose seaming positions; Hoop slip casting wired hose is connected with the slip casting steel pipe that elevates above the soil respectively, arranges at certain intervals between each hoop wired hose; The slip casting steel pipe is embedded in the portal secondary lining concrete, adopts expansion bolt to fix, and hoop slip casting wired hose one end adopts the joint shutoff, and the other end adopts joint to be connected with the slip casting steel pipe; Adopt electric drill boring in hoop slip casting wired hose position, each hole quincuncial arrangement.
4. light section slurry shield fine sand layer method of reseptance according to claim 1, cord rubber tile and pressing plate step wherein are installed to be included in the secondary lining concrete and to adopt expansion bolt to fix first block of hoop steel plate, again screw rod is welded on the expansion bolt, the cord rubber tile is installed then, second block of hoop steel plate is installed at last and is used fixed by nut.
5. light section slurry shield fine sand layer method of reseptance according to claim 1, wherein reception facilities is installed step and is comprised the former pedestal platform of rigidity is installed in received well by receiving requirement, cut off the peripheral support reinforcing bar, leading platform with plain concrete receives, before backfill water, sand, the hard thing complete removal of shield structure job area will be influenced.
6. light section slurry shield fine sand layer method of reseptance according to claim 1, wherein backfill sand and recharge water step are included in and adopt sand and rice stone mixed filling in the portal, sand: Mi Shi=1: 1, all the other locations are adopted the sand backfill to make and are received the certain thickness sand of silo bottom backfill.
7. light section slurry shield fine sand layer method of reseptance according to claim 1 is measured attitude step and is comprised definite anterior shield structure position and attitude worked as before wherein the shield structure arrives, adopt the geologic radar detection shield machine apart from the accurate position of portal.
8. light section slurry shield fine sand layer method of reseptance according to claim 1, wherein reinforcing step in section of jurisdiction comprises that will be positioned at the section of jurisdiction that connects section strains, the section of jurisdiction of adopting the semi arch steel plate will be positioned at the corresponding number of rings of perforation section reinforces.
9. light section slurry shield fine sand layer method of reseptance according to claim 1, wherein recharging the mortar step in the propelling of shield structure, segment assembly and the hole comprises that the shield structure arrives to push ahead behind the diaphragm wall and stops deslagging after crossing diaphragm wall, push ahead the section of jurisdiction by shield structure thrust, all enter vertical shaft up to the shield tail, the shield structure stops operation, and in time applies take-up device after finishing last endless tube sheet assembly unit; In tunneling process, in time observe the displacement situation of section of jurisdiction, rear portion, unusual timely stopping to occur, and in time inject biliquid slurry backfill shutoff in this section; In the pipe sheet assembling process, every assembly unit 1 endless tube sheet, in time bilateral symmetry is injected the cement paste shutoff; After pipe sheet assembling is finished, locate slip casting by receiving the pre-buried Grouting Pipe of portal to the hole, at first inject cement paste by received well ground, the biliquid that reinjects slurry, periphery forms effective shutoff face at the hole.
10. light section slurry shield fine sand layer method of reseptance according to claim 9, wherein two rings begin trailer bottom steel plate is cut two square holes behind the shield tail, and the section of jurisdiction injected hole is reserved, and install injected hole in advance the section of jurisdiction, top.
11. light section slurry shield fine sand layer method of reseptance according to claim 1 wherein recharges after the mortar step further comprising the steps of in the propelling of shield structure, segment assembly and hole:
The slip casting shutoff;
The slip casting plugging effect is checked;
Cleaning vertical shaft Nei Shui and sand;
Dismantle and hang out the shield structure; And
Apply portal, the dismounting hang out the back supporting.
12. light section slurry shield fine sand layer method of reseptance according to claim 11, wherein slip casting shutoff step comprises according to from inside to outside, the order that gets on, get off carries out hoop slip casting; After the section slip casting of received well hole is finished, inject the biliquid slurry by the full section in inherent shield tail position, tunnel again, and full section injects the polyurethane shutoff in the position, last three sections of jurisdiction of shield tail position.
13. light section slurry shield fine sand layer method of reseptance according to claim 12, wherein the biliquid slurry is in section of jurisdiction injected hole position slip casting, inject from injected hole position, section of jurisdiction earlier when injecting polyurethane, punch in upper bolt hole position, section of jurisdiction again, the high-pressure slip-casting pipe is installed, symmetry is injected polyurethane synchronously then, and the high-pressure slip-casting pipe that next procedure is used is installed after finishing again, wants batch (-type) to inject when injecting polyurethane.
14. light section slurry shield fine sand layer method of reseptance according to claim 11, after wherein the slip casting plugging effect checks that step comprises that slip casting is finished, water level in the pump drainage received well stage by stage, observed stage rise situation, find the unusual or water level rising of SEA LEVEL VARIATION, recharge water in time, and continuation injection biliquid slurry and polyurethane shutoff in the tunnel; After inspection meets the demands,, begin the sediment outflow scarfing cinder then with the outer whole shutoff of penetrating passage of well.
15. light section slurry shield fine sand layer method of reseptance according to claim 11 is wherein cleared up vertical shaft Nei Shui and sand step and is comprised and utilize the shield structure to enter the plasma discharge system, displacement vertical shaft backfill layer of sand; Water in the pump drainage vertical shaft is found the unusual or water level rising of SEA LEVEL VARIATION, timely recharge water, and in the tunnel, continue to inject biliquid slurry and polyurethane shutoff; Again to openings position observation, find that little seepage channel in time uses polyurethane shutoff once more, and adopt brick after sand is removed the space shutoff between portal and the section of jurisdiction.
16. light section slurry shield fine sand layer method of reseptance according to claim 2 is characterized in that: cut diaphragm wall 30cm in the portal scope, cutterhead incision diaphragm wall 30cm.
17. light section slurry shield fine sand layer method of reseptance according to claim 3, wherein said three row's hoop slip casting wired hoses are Ф 25 wired hoses of joint length 5.6m, described two row's hoop slip casting wired hoses are Ф 25 wired hoses of joint length 3m, array pitch between the hoop wired hose is 50cm, three row's hoop slip casting wired hose boring length 5.6m, two row's hoop slip casting wired hose boring length 3m.
18. light section slurry shield fine sand layer method of reseptance according to claim 4, the outer radius of wherein said cord rubber tile is 1855mm, and inside radius is 1300mm.
19. light section slurry shield fine sand layer method of reseptance according to claim 5, wherein to lead the height h10 of platform be 452mm to plain concrete, and bottom width h11 is 2500mm, and arc section width h12 is 1980mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010105120374A CN101975067B (en) | 2010-10-20 | 2010-10-20 | Light-section mud shield powder fine sand layer receiving method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010105120374A CN101975067B (en) | 2010-10-20 | 2010-10-20 | Light-section mud shield powder fine sand layer receiving method |
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| Publication Number | Publication Date |
|---|---|
| CN101975067A true CN101975067A (en) | 2011-02-16 |
| CN101975067B CN101975067B (en) | 2012-11-21 |
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| CN2010105120374A Expired - Fee Related CN101975067B (en) | 2010-10-20 | 2010-10-20 | Light-section mud shield powder fine sand layer receiving method |
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| CN102536253A (en) * | 2011-12-30 | 2012-07-04 | 广州轨道交通建设监理有限公司 | Construction method of earth cabin back filling and cabin entering operation during earth pressure shielding |
| CN103277108A (en) * | 2013-04-19 | 2013-09-04 | 中铁隧道集团有限公司 | Slurry shield tunneling machine underwater arrival construction method |
| CN104453917A (en) * | 2014-09-30 | 2015-03-25 | 中交隧道工程局有限公司 | Method for slurry replacement between slurry cabin and air bubble cabin in slurry shield |
| CN104790964A (en) * | 2015-04-29 | 2015-07-22 | 中铁十八局集团轨道交通工程有限公司 | Construction method for shield tunneling machine moving-out on condition of tunnel portal deviation |
| CN107060843A (en) * | 2017-03-28 | 2017-08-18 | 中铁七局集团第五工程有限公司 | The method that shield tail is separated with shaping section of jurisdiction when shield is received |
| CN108533278A (en) * | 2018-04-17 | 2018-09-14 | 中启胶建集团有限公司 | Major diameter slurry shield earthing balances Integrated Receiver construction under the operating mode of complex environment highly permeable stratum |
| CN109184707A (en) * | 2018-10-17 | 2019-01-11 | 中建八局轨道交通建设有限公司 | The water seepage treatment method of shield reception portal |
| CN109386293A (en) * | 2018-12-28 | 2019-02-26 | 中铁隧道集团三处有限公司 | The sealed reception construction method of large section rectangular top pipe |
| CN109695455A (en) * | 2018-12-21 | 2019-04-30 | 中铁十二局集团有限公司 | Method of reseptance in a kind of earth pressure balanced shield, EPBS pure water |
| CN110259466A (en) * | 2019-07-06 | 2019-09-20 | 中铁二十五局集团第五工程有限公司 | A kind of subway station water-rich sand layer big cross section shield-tunneling construction technique |
| CN110469338A (en) * | 2019-09-09 | 2019-11-19 | 中铁四局集团有限公司 | A kind of artesian water stratum shield method of reseptance |
| CN110685709A (en) * | 2019-10-30 | 2020-01-14 | 长江勘测规划设计研究有限责任公司 | Construction method and structure of connection channel of superposed tunnel |
| CN110985016A (en) * | 2019-12-16 | 2020-04-10 | 中铁一局集团有限公司 | Quick receiving method of shield machine suitable for hard rock stratum in mine tunnel |
| CN114278325A (en) * | 2021-12-31 | 2022-04-05 | 中铁五局集团有限公司 | Shield receiving method in subway construction |
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| CN105201518B (en) * | 2015-10-13 | 2017-12-15 | 铁道第三勘察设计院集团有限公司 | Disassembling method is received in a kind of major diameter slurry balance shield hole |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4116487A (en) * | 1976-03-08 | 1978-09-26 | Tekken Construction Co. Ltd. | Device for removing gravels and the like from discharged mud in hydraulic tunnel boring system |
| CN101608551A (en) * | 2009-06-15 | 2009-12-23 | 广东华隧建设股份有限公司 | The job practices of a kind of shield machine closed origin and arrival |
| CN101660419A (en) * | 2008-08-27 | 2010-03-03 | 上海市机械施工有限公司 | Construction method for putting tunnel shield into hole in special stratum |
| JP2010047920A (en) * | 2008-08-19 | 2010-03-04 | Ohbayashi Corp | Method for making tunnel boring machine arrive at arrival shaft |
-
2010
- 2010-10-20 CN CN2010105120374A patent/CN101975067B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4116487A (en) * | 1976-03-08 | 1978-09-26 | Tekken Construction Co. Ltd. | Device for removing gravels and the like from discharged mud in hydraulic tunnel boring system |
| JP2010047920A (en) * | 2008-08-19 | 2010-03-04 | Ohbayashi Corp | Method for making tunnel boring machine arrive at arrival shaft |
| CN101660419A (en) * | 2008-08-27 | 2010-03-03 | 上海市机械施工有限公司 | Construction method for putting tunnel shield into hole in special stratum |
| CN101608551A (en) * | 2009-06-15 | 2009-12-23 | 广东华隧建设股份有限公司 | The job practices of a kind of shield machine closed origin and arrival |
Non-Patent Citations (1)
| Title |
|---|
| 《隧道建设》 20091020 杨纪彦 超大直径泥水盾构到达施工技术 第29卷, 第05期 2 * |
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| CN102536253A (en) * | 2011-12-30 | 2012-07-04 | 广州轨道交通建设监理有限公司 | Construction method of earth cabin back filling and cabin entering operation during earth pressure shielding |
| CN102536253B (en) * | 2011-12-30 | 2014-11-12 | 广州轨道交通建设监理有限公司 | Construction method of earth cabin back filling and cabin entering operation during earth pressure shielding |
| CN103277108A (en) * | 2013-04-19 | 2013-09-04 | 中铁隧道集团有限公司 | Slurry shield tunneling machine underwater arrival construction method |
| CN104453917A (en) * | 2014-09-30 | 2015-03-25 | 中交隧道工程局有限公司 | Method for slurry replacement between slurry cabin and air bubble cabin in slurry shield |
| CN104453917B (en) * | 2014-09-30 | 2016-08-17 | 中交隧道工程局有限公司 | Slurry shield muddy water cabin and bubble cabin mud method of replacing |
| CN104790964A (en) * | 2015-04-29 | 2015-07-22 | 中铁十八局集团轨道交通工程有限公司 | Construction method for shield tunneling machine moving-out on condition of tunnel portal deviation |
| CN107060843B (en) * | 2017-03-28 | 2019-03-05 | 中铁七局集团第五工程有限公司 | The method that shield tail is separated with molding section of jurisdiction when shield receives |
| CN107060843A (en) * | 2017-03-28 | 2017-08-18 | 中铁七局集团第五工程有限公司 | The method that shield tail is separated with shaping section of jurisdiction when shield is received |
| CN108533278B (en) * | 2018-04-17 | 2020-09-01 | 中启胶建集团有限公司 | Large-diameter slurry shield earth covering balance comprehensive receiving construction method under complex environment strong permeable stratum working condition |
| CN108533278A (en) * | 2018-04-17 | 2018-09-14 | 中启胶建集团有限公司 | Major diameter slurry shield earthing balances Integrated Receiver construction under the operating mode of complex environment highly permeable stratum |
| CN109184707B (en) * | 2018-10-17 | 2020-07-24 | 中建八局轨道交通建设有限公司 | Water seepage treatment method for shield receiving tunnel portal |
| CN109184707A (en) * | 2018-10-17 | 2019-01-11 | 中建八局轨道交通建设有限公司 | The water seepage treatment method of shield reception portal |
| CN109695455A (en) * | 2018-12-21 | 2019-04-30 | 中铁十二局集团有限公司 | Method of reseptance in a kind of earth pressure balanced shield, EPBS pure water |
| CN109386293A (en) * | 2018-12-28 | 2019-02-26 | 中铁隧道集团三处有限公司 | The sealed reception construction method of large section rectangular top pipe |
| CN110259466A (en) * | 2019-07-06 | 2019-09-20 | 中铁二十五局集团第五工程有限公司 | A kind of subway station water-rich sand layer big cross section shield-tunneling construction technique |
| CN110259466B (en) * | 2019-07-06 | 2020-11-03 | 中铁二十五局集团第五工程有限公司 | Large-section shield construction process for water-rich sand layer of subway station |
| CN110469338A (en) * | 2019-09-09 | 2019-11-19 | 中铁四局集团有限公司 | A kind of artesian water stratum shield method of reseptance |
| CN110469338B (en) * | 2019-09-09 | 2021-07-06 | 中铁四局集团有限公司 | Confined water stratum shield receiving method |
| CN110685709A (en) * | 2019-10-30 | 2020-01-14 | 长江勘测规划设计研究有限责任公司 | Construction method and structure of connection channel of superposed tunnel |
| CN110985016A (en) * | 2019-12-16 | 2020-04-10 | 中铁一局集团有限公司 | Quick receiving method of shield machine suitable for hard rock stratum in mine tunnel |
| CN114278325A (en) * | 2021-12-31 | 2022-04-05 | 中铁五局集团有限公司 | Shield receiving method in subway construction |
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