CN103352704A - Construction method for enabling tunnel shield to pass through vertical shaft structure - Google Patents

Construction method for enabling tunnel shield to pass through vertical shaft structure Download PDF

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Publication number
CN103352704A
CN103352704A CN2013103207201A CN201310320720A CN103352704A CN 103352704 A CN103352704 A CN 103352704A CN 2013103207201 A CN2013103207201 A CN 2013103207201A CN 201310320720 A CN201310320720 A CN 201310320720A CN 103352704 A CN103352704 A CN 103352704A
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CN
China
Prior art keywords
shield
vertical shaft
tunnel
shaft
guide rail
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CN2013103207201A
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Chinese (zh)
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CN103352704B (en
Inventor
杨富强
施笋
方江华
王坡
张颍辉
樊继丰
马骏
王振东
贺现实
肖宗莉
Original Assignee
北京住总集团有限责任公司
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Priority to CN201310320720.1A priority Critical patent/CN103352704B/en
Publication of CN103352704A publication Critical patent/CN103352704A/en
Application granted granted Critical
Publication of CN103352704B publication Critical patent/CN103352704B/en

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Abstract

The invention provides a construction method for enabling a tunnel shield to pass through a vertical shaft structure. The construction method for enabling the tunnel shield to pass through the vertical shaft structure comprises a base and guide rail setting step, a tunnel shield receiving step and a tunnel shield starting step. According to the base and guide rail setting step, a base is arranged at the position where the tunnel shield passes in a vertical shaft, and guide rails enabling the tunnel shield to move are laid on the base. According to the tunnel shield receiving step, the tunnel shield passes through the vertical shaft wall at a receiving end, then directly moves to the guide rails, and moves forwards along the guide rails. According to the tunnel shield starting step, the tunnel shield is contacted with the vertical shaft wall at a starting end, then continues to advance, and leaves the vertical shaft. According to the construction method for enabling the tunnel shield to pass through the vertical shaft structure, the vertical shaft is excavated firstly, then the tunnel shield passes through the vertical shaft, on one hand, the posture of a shield tunneling machine is verified timely, on the other hand, the function of shaft plumbing measuring for a long distance tunnel can be achieved, and the errors in measurement of the long distance tunnel can be reduced and corrected timely. The construction method for enabling the tunnel shield to pass through the vertical shaft structure has the advantages of being high in practicability, being simple and convenient to operate, saving cost and time, improving work efficiency, effectively guaranteeing the safety of construction personnel, and the like, thereby being suitable for being widely used for the construction enabling the tunnel shield to pass through the vertical shaft structure in the subway engineering or hydraulic engineering.

Description

A kind of shield structure is by the job practices of shaft structure
Technical field
The present invention relates to shield structure in a kind of underground construction by the construction technology of well class formation, be particularly useful in subway engineering or the hydraulic engineering shield structure by the construction of interval shaft structure.
Background technology
In present underground engineering construction, especially in subway engineering and hydraulic engineering, Shield Construction Technique has occupied consequence.Consider function and construction needs, tend to shaft structure between the setting area at shield structure circuit, and then can relate in the shield tunneling process construction by interval shaft structure.In the prior art, the shield structure has following two kinds by the method for well class formation: 1. the shield structure is first by excavating the soil body in the structure again; 2. excavate first the soil body and constructing structure, then in structure back-up sand again the shield structure pass through.These two kinds of methods are all not fully up to expectations at aspects such as whole duration, quality, safety, costs.
Summary of the invention
In order to overcome problems of the prior art, the invention provides a kind of shield structure by the job practices of shaft structure, comprise: pedestal and guide rail setting steps, the position that the shield structure passes through in vertical shaft arranges pedestal, and lays the guide rail that can supply the shield structure to move at pedestal; Shield structure receiving step, shield structure be by direct upper rail after the receiving terminal hoistway wall, and move forward along guide rail; The shield launching step continues driving after the shield structure contact originating terminal hoistway wall, and leaves vertical shaft.
Preferably, the rail level absolute altitude of guide rail is lower than the elevation when it is adapted to shield structure axis.
Preferably, be lined with slide block between guide rail and shield machine, the thickness of slide block equals the rail level absolute altitude of guide rail and the difference in height between the elevation when it is adapted to shield structure axis.
Preferably, described pedestal is that the steel work arc is led sewing platform base, and described guide rail is rail.
Preferably, guide rail is lower than it at the height of shield launching end at the height of shield structure receiving terminal.Like this, the shield structure is slightly the attitude that comes back leaving when vertical shaft enters the place ahead tunnel, be conducive to attitude control.
Preferably, from the shield structure enters vertical shaft, the negative endless tube sheet of assembly unit between tunnel section of jurisdiction and shield structure.Negative endless tube sheet can be given the reaction force that the shield structure is advanced forward, and the facility of reaction force wall one class so just needn't be set in vertical shaft, and negative endless tube sheet can be removed the space in the release vertical shaft easily after the shield structure gos deep into tunnel.
Preferably, described negative endless tube sheet adopts through seam assembling.Be convenient to like this dismounting.
Preferably, the described negative endless tube sheet of every ring is fixed by colligation.
Preferably, during the described negative endless tube sheet of assembly unit, between adjacent two endless tube sheets, increase cushion block.Like this, first cushion block is removed when removing negative endless tube sheet, the negative endless tube sheet that can will hold out against unloads power, is convenient to the dismounting of negative endless tube sheet.
Preferably, described cushion block is the i shaped steel cushion block.
Preferably, this method also comprises near the soil stabilization step tunnel and the vertical shaft connecting portion.Can prevent from like this caving at this place, guarantee construction safety.
Preferably, adopt the rotary churning pile technology that the described soil body is reinforced.
Preferably, along long 9 meters of tunnel direction, the edge is wide 12 meters perpendicular to the tunnel centre line direction from hoistway wall for the horizontal extent of the described soil body, and by the tunnel centre line five equilibrium.
Preferably, when described vertical shaft is two linings during vertical shaft, before the shield structure carries out operation to hoistway wall, in vertical shaft with the hoistway wall skiving of relevant position.Can reduce like this hoistway wall to the wearing and tearing of shield structure and cause the possibility of fault.
Preferably, before the shield structure carries out operation to hoistway wall, with reinforcement material the edge of shield structure on the vertical shaft inwall by face reinforced.
Preferably, described reinforcement material is one or more in steel plate, sealing cord, the pressing plate.
Preferably, this method also comprises the step that slurry is mended in the tunnel section of jurisdiction of contiguous vertical shaft in the tunnel.
Preferably, this method also is included in before the arrival vertical shaft receiving and originating terminal soil layer water level is observed step with precipitation.
Beneficial effect of the present invention comprises:
Elder generation's excavating shaft again shield structure passes through, and the convenient in time checking of one side attitude of shield machine can play the effect of cultellation measurement, the error that reduces and in time correct the long distance tunnel measurement on the other hand for the tunnel of long distance.
If the shield cutter wearing and tearing need Half-Time Survey or tool changing between tunneling region, will greatly increase the duration, and check that cutter or tool changing tool all may produce the problem of construction safety.Pass through behind elder generation's excavating shaft structure shield structure, can utilize the space inspection knife disc tool in the vertical shaft, and can change cutter according to the situation at scene, avoid the shield structure again to tunnel and cause tool damage and the difficult equivalent risk of changing.
The steel work arc is led platform and is received double pedestal technology and the negative ring assembling technique of starting, have practical, easy and simple to handle, save cost, save time, increase work efficiency, effective guarantee constructor's characteristics such as safety.
Description of drawings
Schematic top plan view when Fig. 1 is the shield structure by two lining vertical shafts.
Fig. 2 is the schematic top plan view to the reinforcing scope of tunnel and vertical shaft connecting portion.
Fig. 3 be the shield structure by the time Fig. 1 in the schematic diagram in A-A cross section.
Fig. 4 is the enlarged diagram in pedestal cross section among Fig. 3.
Fig. 5 is the schematic cross-section that hoistway wall is carried out skiving.
Fig. 6 is the schematic diagram of the shield structure on the hoistway wall being installed doughnut-shaped steel plate by the edge of face.
Fig. 7 is the schematic diagram of the negative endless tube sheet assembly unit in A-A cross section among Fig. 1.
Fig. 8 is the vertical cross-section schematic diagram of negative endless tube sheet assembly unit.
Fig. 9 is the schematic cross-section of shield structure when being about to enter vertical shaft.
Figure 10 is that the shield structure is by the schematic cross-section behind the vertical shaft.
The specific embodiment
The below take the shield structure by two the lining vertical shafts as example specifies preferred embodiment of the present invention.
Two lining vertical shafts are after the shaft structure excavation is finished, the vertical shaft after the inwall of shaft structure is reinforced with concrete or reinforced concrete structure.Owing to adopted the larger concrete of intensity or reinforced concrete structure, the difficulty of shield structure when passing hoistway wall is larger than the tunnel position, and tool wear is more serious.
Fig. 1 is that shield structure 11 is by the schematic top plan view of two lining vertical shafts 21.As shown in Figure 1, middle square frame is the borehole wall of vertical shaft, generally is the diaphragm wall of concrete or steel concrete for two lining vertical shafts.The both sides of diaphragm wall are the positions that tunnel passes through, and shield structure 11 passes vertical shaft 21 from the rear tunnel 31 forward direction driving of vertical shaft 21 1 sides, enters the place ahead tunnel 32 of vertical shaft 21 opposite sides.Shield structure 11 is comprised of cutterhead, shield body, jack, section of jurisdiction laydown machine and other corollary equipments.Cutterhead is used for the rotary cutting soil body at shield structure 11 heads; The section of jurisdiction laydown machine is arranged on the afterbody in shield structure 11 housings, lays tunnel section of jurisdiction 41 along the housing inward flange, and tunnel section of jurisdiction 41 consists of the hole wall of tunnel after shield structure 11 leaves; Jack is arranged between the tunnel section of jurisdiction 41 of cutterhead and up-to-date laying, is fixed on the tunnel section of jurisdiction 41 by fastening devices, promotes shield structure 11 with this and tunnels forward.
Because the existence of vertical shaft 21, tunnel 31,32 with vertical shaft 21 connecting portions near the easier generation disturbance of the soil body, therefore tunnel at shield structure 11 and before near the vertical shaft 21, just the soil body of connecting portion reinforced.
Fig. 2 is the schematic top plan view in soil stabilization zone.As shown in Figure 2, soil stabilization adopts rotary churning pile to reinforce, quincuncial arrangement, and rotary churning pile is of a size of A600500mm.The rotary churning pile technology be utilize rig with rotary jet grouting pipe and shower nozzle bore place at the bottom of, after making liquid stream obtain huge energy by high-voltage generator the slurries that prepare in advance, eject from the nozzle high speed of slip casting tube edge, form the liquid stream that one energy height is concentrated, directly destroy the soil body, in the course of injection, drilling rod promotes while rotating, slurries and the soil body are fully mixed, in soil, form the column induration of certain diameter, thereby make ground reach reinforcing.To tunnel 31,32 and the connecting portion of vertical shaft 21 all carry out soil stabilization, the planar range of soil stabilization is long 9 meters wide horizontal zones of 12 meters, that is: from tunnel 31 or 32 and vertical shaft 21 connecting portions along 9 meters wide horizontal zones of 12 meters of tunnel axis direction foreign minister, this zone from tunnel centre line along respectively extending 6 meters to both sides perpendicular to the direction of tunnel centre line.
In two lining vertical shaft shield structures receptions and starting end head the soil layer water level observation well is set respectively, every end uses 4 to observe well logging in this example.The rectangular arrangement of observation well is arranged on the shield structure by the both sides of face, and the degree of depth is greater than tunnel floor, and distance can according to circumstances be set as the minimum distance that is unlikely to the shield structure is caused by the soil layer of face disturbance.Began in front 20 days reception and starting end head water level are observed at arrival two lining vertical shafts.For the anhydrous operation that guarantees that the shield structure receives and starts when crossing two lining vertical shafts, need in case of necessity precipitation is carried out in reception and starting end head position, be equipped with 1 suction pump in each water level observation well, finally make water level be down to the following 0.5m of tunnel bottom.
Next carry out the construction of pedestal 22 and guide rail 23 in vertical shaft 21, the construction of pedestal 22 and guide rail 23 will be finished before shield structure 11 arrives two lining vertical shafts 21.
Fig. 3 be the shield structure by the time the A-A sectional view, Fig. 4 is the amplification sectional view of pedestal.As shown in Figure 3 and Figure 4, performing the steel work arc at the base plates 24 of two lining vertical shafts 21 leads platform and receives the pedestal 22 that starts, pedestal 22 adopts steel work to assemble, and base bottom is used i iron and channel-section steel assembly unit welding, and top is welded into arc by channel-section steel and leads platform in order to supporting guide.The base plates of two lining vertical shafts preferably are embedded with the device that steel plate etc. is used for fixed pedestal 22 in when construction, to prevent that pedestal 22 is with respect to the movement of vertical shaft base plate.Shield structure guide rail 23 is installed on the pedestal 22, is adopted the 43kg rail.Shield structure 11 is actual by two lining vertical shafts 21 to be that shield structure receives and starts, and pedestal 22 and guide rail 23 are used for the reception of shield structure 11 and start.Shield structure 11 passes the receiving terminal borehole wall 211 of two lining vertical shafts 21, enters two lining vertical shafts 21, is advanced into the two lining vertical shafts 21 originating terminal boreholes wall 212 along guide rail 23, and passes the originating terminal borehole wall 212 and enter the tunnel, continues driving.The rail level absolute altitude of pedestal 22 also should be reserved the surplus of the thick slide block of pad 30mm on the guide rail 23 on the basis that is adapted to shield structure axis elevation, therefore reduce the 30mm height, so that shield structure 11 can be pushed to guide rail 23 smoothly.Because pedestal 22 double the doing in the two lining vertical shafts 21 receive pedestal and the pedestal that starts, the elevation of pedestal originating terminal needs to exceed 2cm than receiving terminal elevation, starts to guarantee that shield structure 11 comes back.
Fig. 5 carries out the schematic diagram that skiving is processed to hoistway wall, and Fig. 6 is the schematic diagram that the edge at position that skiving is processed reinforces.As shown in Figure 3 and Figure 4, because the receiving terminal borehole wall 211 of two lining vertical shafts 21 is concrete material, meeting produces obstruction to the operation of shield structure 11, therefore passes through face 11 ' skiving at vertical shaft 21 interior shield structures with the receiving terminal borehole wall 211 first before 11 pairs of receiving terminal boreholes wall of shield structure 211 carry out operation.Consider that the receiving terminal borehole wall 211 is supporting near the soil body, just the receiving terminal borehole wall 211 is carried out skiving when being preferably in shield cutter contact or being about to contact the receiving terminal borehole wall 211, can farthest reduce like this receiving terminal borehole wall 211 by behind the skiving because the pressure that does not carry the soil body produces subside possible.The receiving terminal borehole wall 211 thickness are 1000mm in this example, and the thickness of skiving is 600mm, residue 400mm.
Schematic diagram when Fig. 9 is the arrival receiving terminal borehole wall 211.As shown in Figure 9, behind the receiving terminal borehole wall 211 skivings, remove foreign material in the vertical shaft, sealing cord and annular pressing plate are then installed by the fixing portal doughnut-shaped steel plate 51 of expansion bolt in the edge of the shield structure of a side by face 11 ' in the well of the receiving terminal borehole wall 211.
Shield structure 11 continues driving, penetrates the receiving terminal borehole wall 211 rear directly upper guide rails 23 that receive on the pedestal 22.After the shield tail broke away from rear tunnel 31, the negative endless tube sheet 42 of assembly unit provided active force for shield structure 11 tunnels forward between tunnel section of jurisdiction 41 and shield tail jack.
Fig. 7 is the schematic diagram of the negative endless tube sheet assembly unit in A-A cross section among Fig. 1, and Fig. 8 is the vertical cross-section schematic diagram of negative endless tube sheet assembly unit.As shown in Figure 7 and Figure 8, in the work progress of shield structure 11 by two lining vertical shafts 21, for the ease of dismounting, the form of through seam assembling is adopted in the assembly unit of negative endless tube sheet 42; After shield structure 11 was by two lining vertical shafts, 21 about 100m, the frictional force between tunnel section of jurisdiction and the soil body enough provided reaction force for the driving of shield structure 11, and can remove this moment with bearing endless tube sheet 42.According to the width of two lining vertical shafts 21 on the tunnel direction, determine the number of rings of the negative endless tube sheet 42 of assembly unit, increase therein i iron cushion block 52 during the negative endless tube sheet 42 of assembly unit between the adjacent two endless tube sheets, when removing negative ring i iron cushion block 52 is removed, the negative endless tube sheet 42 that can will hold out against unloads power, is convenient to negative ring and removes; Cushion block 52 adopts I25a i iron, length 10cm.In order to guarantee the resistance to overturning of negative endless tube sheet 42, the negative endless tube sheet 42 of every ring is fixed by wire rope 53 colligations.Simultaneously, can utilize the space in the vertical shaft 21 that shield structure 11 and corollary equipment are carried out inspection and maintenance, such as changing cutter head etc., in tunnel, be not easy to the problem of overhauling when breaking down in avoiding occurring continuing to construct.So, shield structure 11 is at the negative endless tube sheet 42 of vertical shaft 21 interior continuous layings and continue to proceed to the originating terminal borehole wall 212 of vertical shaft 21 opposite sides.
Arrive at shield structure 11 that the originating terminal borehole wall 212 is front to carry out processing with same skiving and the edge strengthening of the receiving terminal borehole wall 211 to the originating terminal borehole wall 212.Next, shield structure 11 continues driving, and passes the originating terminal borehole wall 212 and enter the place ahead tunnel 32, begins to lay tunnel section of jurisdiction 41.
Figure 10 is the schematic diagram after the shield structure enters the place ahead tunnel.As shown in figure 10, when laying tunnel section of jurisdiction 41, synchronous grouting is carried out in the space 43 between section of jurisdiction and the soil body, to reduce soil layer disturbance and surface settlement, guarantee construction safety.According to the spillage situation, suitable adjustment grouting pressure and grouting amount.After the shield tail breaks away from vertical shaft 21, the tunnel section of jurisdiction 41 of contiguous vertical shaft is mended slurry behind, guarantee section of jurisdiction density behind.Behind shield structure 11 driving tunnels 6~8 rings, begin to carry out second pulp feeding.After shield structure 11 and corollary equipment enter tunnel fully, adjust the sealing cord, the shutoff portal.
So far, finished the reception of shield structure 11 in vertical shaft 21 and the process that starts, shield structure 11 tunnels forward by vertical shaft 21 and continuation smoothly.
Should understand the specific embodiment described in the above manual only is used for explanation the present invention and is not used in and limits the scope of the invention.After having read the present invention, those skilled in the art all fall within the application's claims limited range to the modification of various equivalents of the present invention.

Claims (10)

1. a shield structure comprises by the job practices of shaft structure:
Pedestal and guide rail setting steps, the position that the shield structure passes through in vertical shaft arranges pedestal, and lays the guide rail that can supply the shield structure to move at pedestal;
Shield structure receiving step, shield structure be by direct upper rail after the receiving terminal hoistway wall, and move forward along guide rail;
The shield launching step continues driving after the shield structure contact originating terminal hoistway wall, and leaves vertical shaft.
2. shield structure according to claim 1 is characterized in that by the job practices of shaft structure: the rail level absolute altitude of guide rail is lower than the elevation when it is adapted to shield structure axis.
3. shield structure according to claim 2 is characterized in that by the job practices of shaft structure: be lined with slide block between guide rail and shield machine, the thickness of slide block equals the rail level absolute altitude of guide rail and the difference in height between the elevation when it is adapted to shield structure axis.
4. one of according to claim 1~3 described shield structure is by the job practices of shaft structure, and it is characterized in that: guide rail is lower than it at the height of shield launching end at the height of shield structure receiving terminal.
5. shield structure according to claim 4 is characterized in that by the job practices of shaft structure: described guide rail is rail, and described pedestal is that the steel work arc is led sewing platform base.
6. shield structure according to claim 4 is by the job practices of shaft structure, it is characterized in that: from the shield structure enters vertical shaft, the negative endless tube sheet of assembly unit between tunnel section of jurisdiction and shield structure, described negative endless tube sheet adopts through seam assembling, the described negative endless tube sheet of every ring is fixed by colligation, during the described negative endless tube sheet of assembly unit, increase cushion block between adjacent two endless tube sheets, described cushion block is the i shaped steel cushion block.
7. shield structure according to claim 6 is characterized in that by the job practices of shaft structure: also comprise near the soil stabilization step that tunnel and vertical shaft connecting portion are, adopt the rotary churning pile technology that the described soil body is reinforced.
8. shield structure according to claim 6 is by the job practices of shaft structure, it is characterized in that: when described vertical shaft is two lining vertical shafts, before the shield structure carries out operation to hoistway wall, in vertical shaft with the hoistway wall skiving of relevant position, before the shield structure carries out operation to hoistway wall, with reinforcement material the edge of shield structure on the vertical shaft inwall by face reinforced, described reinforcement material is one or more in steel plate, sealing cord, the pressing plate.
9. shield structure according to claim 6 is characterized in that by the job practices of shaft structure: also comprise the step that slurry is mended in the tunnel section of jurisdiction of contiguous vertical shaft in the tunnel.
10. shield structure according to claim 6 is characterized in that by the job practices of shaft structure: also be included in before the arrival vertical shaft receiving and originating terminal soil layer water level is observed step with precipitation.
CN201310320720.1A 2013-07-29 2013-07-29 Construction method for enabling tunnel shield to pass through vertical shaft structure CN103352704B (en)

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CN103352704B CN103352704B (en) 2015-07-15

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103742154A (en) * 2013-12-31 2014-04-23 中交第二航务工程局有限公司 Shield tunnel ventilation shaft construction method
CN105386770A (en) * 2015-11-26 2016-03-09 中国建筑第六工程局有限公司 Backfill crossing method for shield tunneling machine passing through middle air shaft

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL7612956A (en) * 1976-02-12 1977-08-16 Tekken Constr Co Method and apparatus for excavating the beginning and the end of a tunnel with a flushing shield at vertical shafts.
CN102418530A (en) * 2011-12-14 2012-04-18 中铁十二局集团第二工程有限公司 Roller guide rail station-passing construction method of whole shield machine
CN102425423A (en) * 2011-12-31 2012-04-25 上海市机械施工有限公司 Constructing method for shield entering into hole while passing through pipeline
CN102635365A (en) * 2012-05-06 2012-08-15 上海城建市政工程(集团)有限公司 Construction method for holing of shield machine
CN102889085A (en) * 2012-10-14 2013-01-23 上海城建市政工程(集团)有限公司 Tunneling construction method for shield tunneling machine
CN103046933A (en) * 2012-12-08 2013-04-17 中铁十二局集团有限公司 Shield station-crossing tunneling and station parallel construction method

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
NL7612956A (en) * 1976-02-12 1977-08-16 Tekken Constr Co Method and apparatus for excavating the beginning and the end of a tunnel with a flushing shield at vertical shafts.
CN102418530A (en) * 2011-12-14 2012-04-18 中铁十二局集团第二工程有限公司 Roller guide rail station-passing construction method of whole shield machine
CN102425423A (en) * 2011-12-31 2012-04-25 上海市机械施工有限公司 Constructing method for shield entering into hole while passing through pipeline
CN102635365A (en) * 2012-05-06 2012-08-15 上海城建市政工程(集团)有限公司 Construction method for holing of shield machine
CN102889085A (en) * 2012-10-14 2013-01-23 上海城建市政工程(集团)有限公司 Tunneling construction method for shield tunneling machine
CN103046933A (en) * 2012-12-08 2013-04-17 中铁十二局集团有限公司 Shield station-crossing tunneling and station parallel construction method

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103742154A (en) * 2013-12-31 2014-04-23 中交第二航务工程局有限公司 Shield tunnel ventilation shaft construction method
CN105386770A (en) * 2015-11-26 2016-03-09 中国建筑第六工程局有限公司 Backfill crossing method for shield tunneling machine passing through middle air shaft

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