CN103104265A - Advanced lining method and lining equipment used in construction of weak surrounding rock tunnel - Google Patents
Advanced lining method and lining equipment used in construction of weak surrounding rock tunnel Download PDFInfo
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- CN103104265A CN103104265A CN2013100446997A CN201310044699A CN103104265A CN 103104265 A CN103104265 A CN 103104265A CN 2013100446997 A CN2013100446997 A CN 2013100446997A CN 201310044699 A CN201310044699 A CN 201310044699A CN 103104265 A CN103104265 A CN 103104265A
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Abstract
The invention relates to an advanced lining method and lining equipment used in construction of a weak surrounding rock tunnel. The advanced lining method comprises the steps of cleaning a site, starting equipment, pouring concrete to form an arc-shaped arch shell concrete sheet, and repeating the step of forming the arc-shaped arch shell concrete sheet. The lining equipment comprises a main machine and a backstage supporter. The main machine comprises an arc-shaped rack and a tunneling concrete pouring machine. The tunneling concrete pouring machine comprises a cutterhead concrete warehouse, an output shaft warehouse, a power warehouse and a machine shell. The advanced lining method and the lining equipment used in the construction of the weak surrounding rock tunnel overcome the defects that the traditional construction method that an advanced support and the lining structure are constructed in sequence is long in project duration, construction progress cannot be ensured, and materials are wasted. The technical problem that tunnel construction safety cannot be ensured due to larger ground deformation in the construction process of the traditional advanced support is solved.
Description
Technical field
The present invention relates to a kind of leading lining cutting method and the lining device of Support System in Soft Rock Tunnels in building, particularly a kind ofly utilize arch frame and driving to fill with the concrete eedle weak surrounding rock to be carried out a kind of leading lining cutting method in tunnel and the lining device of advance support.
Background technology
For preventing that the tunnel from caving in, the Strengthening Tunnel surrounding rock body is controlled the shallow tunnel ground settlement, and it is pre-supporting that the constructing tunnel of weak surrounding rock need to carry out advance support usually.The main purpose of pre-supporting is in order to guarantee the stable of face and to prevent the loosening of arch free face and collapse when the tunnel excavation.Because pre-supporting does not consist of an integral body with the lining cutting in tunnel, the effect of pre-supporting generally also finishes thereupon after tunnel excavation is completed, and current pre-supporting for Support System in Soft Rock Tunnels is mainly the methods such as long pipe shed, horizontal jet grouting, advanced tubule, pre-grouting.These measures are mainly to improve and the advance support of steel pipe works by the stratum, and consolidation effect and construction technology horizontal relationship are very large, the settlement control difficulty.
At present, due to the Fast Construction of urban track traffic and municipal engineering, city soft stratum shallow tunnel is more and more, and it is more and more higher that ground settlement is controlled requirement, in the urgent need to seeking a kind of method for tunnel construction that can control tunnel deformation and guarantee structural safety.If adopt permanent material to form the part of tunnel lining in the pre-supporting in tunnel, that is to say before tunnel excavation part or all of liner structure is completed, thereby in the time of can not only guaranteeing tunnel excavation, face stablizes and prevents the loosening of arch free face and collapse, and it is even whole to make pre-supporting become the part of final tunnel lining structure, and the pre-supporting method of this kind is exactly leading lining cutting method.
Summary of the invention
The purpose of this invention is to provide a kind of leading lining cutting method and lining device that Support System in Soft Rock Tunnels is built that be applied to, solve the job practices that traditional advance support and liner structure successively construct and have shortcoming long in time limit, that construction speed can't guarantee, waste material, solve in traditional advance support work progress, ground deformation can't guarantee the technical problem of safety for tunnel engineering more greatly.
For achieving the above object, the present invention adopts following technical scheme:
A kind ofly be applied to the leading lining cutting method that Support System in Soft Rock Tunnels is built, step is as follows:
Step 1: the cleaning of face and construction plant and the installation of lining device, the installation of described lining device comprises the installation on main frame and backstage, described main frame comprises arch frame and driving filling concrete machine, the arch frame is placed on ground, driving is filled with the concrete machine and is arranged on and makes hoop along the arch frame on the slide rail of arch frame and slide, and main frame is connected with the backstage; Determine the construction station of leading lining cutting, press construction requirement adjustment driving and fill with the concrete machine to leading lining cutting original position;
Step 2: start driving and fill with the concrete machine, driving is filled with the concrete machine and is pushed ahead on the arch frame along the tunnel piercing direction, promoting cutterhead tunnels forward outside the tunnel excavation outline line, cutterhead cutting soil, stirring rod mix with the swell soil thin pulp of inlet pipe injection the dregs that cuts down through mud pipe simultaneously discharges;
Step 3: tunnel after prescribed depth, pass through casing interior mud pipe to driving filling concrete machine anterior pumping of concrete on one side, one side rollback tunnels the concrete machine of filling with; When the perfusion work of driving filling concrete machine is near completion, add accelerating admixture in the concrete of pumping, treat that it has namely formed an arc shell concrete sheet that bar is tabular after solidifying outside the tunnel excavation outline line;
Step 4: apply continuously a plurality of arc shell concrete sheets along arch frame hoop and by sequence of construction, form an arc shell, i.e. leading liner structure, at this moment leading liner structure namely becomes the part of tunnel lining;
Step 5: after the concrete setting of leading liner structure, the tunnel is shorter than the excavation of arc shell under the protection of arc shell, keeps the arc shell of certain-length as the overlap joint of lower one deck arc shell;
Near step 6: form new face at excavation end position spray anchor, arch frame and driving are filled with the concrete machine move forward to new face, carry out the construction of next circulation, until leading lining cutting is all completed.
In described step 3, prescribed depth is 2.5m-15m.
In described step 4, need one, interval station to carry out between the station of the sequence of construction of a plurality of arc shell concrete sheets for two the arc shell concrete sheets of constructing continuously.
According to above-described a kind of lining device that is applied to the leading lining cutting method that Support System in Soft Rock Tunnels builds, comprise main frame and backstage, described backstage comprises hydraulic power unit, slush pump, slag mud collection transloading equipment, High pressure cement pump, described main frame comprises arch frame and driving filling concrete machine, driving is filled with the concrete machine and is arranged on and makes hoop along balladeur train on the balladeur train of arch frame and slide, described driving is filled with the frame that feeds that the concrete machine comprises warehouse and warehouse bottom, and described warehouse comprises cutterhead Tu Cang, output shaft storehouse, power bin and casing from front to back successively; The head of described cutterhead Tu Cang arranges five independent cutterheads by front two rear three position, one side of independent cutterhead also is provided with two little cutterheads, be used for arc shell concrete oblique cut grafting shaping, the rear portion of described cutterhead Tu Cang is between storage soil, in between storage soil, cutter axis is set, the cutter axis both sides of rear three described independent cutterheads are equipped with stirring rod; Be provided with the power output shaft of cutterhead in described output shaft storehouse, the power output shaft of little cutterhead and adjacent cutterhead power output shaft carry out transmission by driving chain; Be provided with the hydraulic motor of power output shaft in described power bin, be provided with synchronous valve, oil inlet pipe, current collector, oil return pipe in described casing, the data wire of sensor, development machine support frame and inlet pipe and mud pipe;
Described inlet pipe is connected with the backstage slush pump and passes casing, across power bin inside and stretch out five boundarys of being in charge of through output shaft storehouse and cutterhead Tu Cang; Described mud pipe starts from the middle part of output shaft storehouse and cutterhead soil storehouse boundary, passes successively output shaft storehouse, power bin and casing, collects transloading equipment with backstage slag mud and is connected.
The support body that feeds frame of described warehouse bottom is welded by shaped steel, its cross section is rectangular, the support body that feeds frame feeds motor along the tunneling direction afterbody, head has driven sprocket, the advancing of warehouse, retreat by the chain transmission and provide, the described support body that feeds frame is welded with anchor ear along the tunneling direction interval, is used for fixing driving and fills with the warehouse of concrete machine and the movement locus of restriction warehouse.
Described anchor ear is curved plate, and the radian of described curved plate inboard adapts with the external shape that driving is filled with the concrete machine.
Compared with prior art the present invention has following characteristics and beneficial effect:
Ground deformation when employing the present invention is directed to the leading lining cutting method of Support System in Soft Rock Tunnels is very little, can farthest guarantee safety for tunnel engineering, in the time of not only can guaranteeing tunnel excavation, face stablizes and prevents the loosening of arch free face and collapse, and it is even whole to make pre-supporting become the part of final tunnel lining structure, reduction of erection time, reduce constructing tunnel material and expense, save the manpower financial capacity.
Description of drawings
The present invention will be further described in detail below in conjunction with accompanying drawing.
Fig. 1 is the schematic diagram of cutting soil in the leading lining cutting method step two of the present invention.
Fig. 2 is that after injecting concrete in the leading lining cutting method step three of the present invention, rollback tunnels the schematic diagram of filling with the concrete machine.
Fig. 3 is the sequence of construction schematic diagram of a plurality of arc shell concrete sheets in the leading lining cutting method step four of the present invention.
Fig. 4 is arch frame and driving filling concrete machine relative position schematic diagram in the leading lining cutting method of the present invention equipment.
Fig. 5 is the lateral view of Fig. 4.
Fig. 6 is the structural representation of arc shell in the present invention.
Fig. 7 is the front view that in the leading lining cutting method of the present invention equipment, driving is filled with the concrete machine.
Fig. 8 is the structural representation of E-E section in Fig. 7.
Fig. 9 is the internal details that in Fig. 7, driving is filled with concrete cabin body.
Figure 10 is the lateral view of cutterhead one side in Fig. 9.
Reference numeral: the 1-tunnel surrounding soil body, 2-arc shell, 2.1-arc shell concrete sheet, the 3-concrete, 4-arch frame, the 5-driving is filled with the concrete machine, 5.1-cutterhead, 5.2-inlet pipe, 5.3-mud pipe, 5.4-cutterhead Tu Cang, 5.5-output shaft storehouse, 5.6-power bin, 5.7-casing, 5.8-little cutterhead, 5.9-stirring rod, 5.10-power output shaft, 5.11-development machine support frame, 5.12-anchor ear, 5.13-warehouse, 5.14-feed motor, 5.15-driven sprocket, 5.16-feed frame, 5.17-between storage soil, 5.18-cutter axis, 5.19-hydraulic motor, 5.20-driving chain, 5.21-synchronous valve, 5.22-oil inlet pipe, 5.23-current collector, 5.24-oil return pipe, 5.25-interface, the 6-face.
The specific embodiment
Embodiment is referring to shown in Fig. 1-5, a kind ofly is applied to the leading lining cutting method that Support System in Soft Rock Tunnels is built, and step is as follows:
Step 1: the cleaning of face 6 and construction plant and the installation of lining device, the installation of described lining device comprises the installation on main frame and backstage, the backstage comprises that mainly hydraulic power unit, slush pump, concrete mix station or business's concrete, concrete pump, the arch frame is placed on ground, shown in Fig. 4-5, described main frame comprises that arch frame 4 and driving fill with concrete machine 5, and driving is filled with concrete machine 5 and is arranged on and makes hoop along the arch frame on the slide rail of arch frame 4 and slide, and main frame is connected with the backstage; Determine the construction station of leading lining cutting, press construction requirement adjustment driving and fill with concrete machine 5 to leading lining cutting original position.
Step 2: referring to Fig. 1-2 and shown in Figure 7, start driving and fill with the concrete machine, driving is filled with the concrete machine and is pushed ahead on arch frame 4 along tunnel piercing direction P, promoting cutterhead 5.1 tunnels forward outside the tunnel excavation outline line, cutterhead 5.1 cutting soils, stirring rod 5.9 mix with the swell soil thin pulp that inlet pipe 5.2 injects the dregs that cuts down through mud pipe 5.3 discharges simultaneously.
Step 3: shown in Fig. 1-2 and Fig. 6-7, when driving is generally 2.5m-15m to prescribed depth, by mud pipe 5.3 casing in to driving fill with concrete machine anterior pumping of concrete 3 on one side, the rollback driving is filled with the concrete machine on one side; When the perfusion work of driving filling concrete machine is near completion, solidify in order to accelerate slurries, prevent that slurries from flowing backwards, add accelerating admixture in the concrete of pumping, treat that it has namely formed an arc shell concrete sheet 2.1 that bar is tabular after solidifying outside the tunnel excavation outline line; Driving is filled with and to be injected bentonite slurries from mud pipe 5.3 after the concrete machine withdraws from, and the concrete left between pipeline and storage soil or the slurries of cement mortar are discharged.In Fig. 1-2, for the structure clear display, the arc shell of completing of having constructed has only used the arc shell concrete sheet at a top to represent.
Step 4: shown in Figure 6, apply continuously a plurality of arc shell concrete sheets 2.1 along arch frame 4 hoops and by sequence of construction, form an arc shell 2, i.e. leading liner structure, at this moment leading liner structure namely becomes the part of tunnel lining;
For guaranteeing the effect of leading lining cutting, the sequence of construction of a plurality of arc shell concrete sheets is to need one, interval station between the station of two arc shell concrete sheets of construction continuously.Referring to Fig. 3 and shown in Figure 6, when constructing to the centre position from the left side, tunnel, sequence of construction should be A → B → C → D.
Step 5: shown in Fig. 1-2, after the concrete setting of leading liner structure, the tunnel is shorter than the excavation of arc shell 2 under the protection of arc shell 2, keeps the arc shell 2 of certain-length as the overlap joint of lower one deck arc shell;
Near step 6: form new face at excavation end position spray anchor, arch frame 4 and driving are filled with concrete machine 5 move forward to new face, carry out the construction of next circulation, until leading lining cutting is all completed.
According to above-described a kind of lining device that is applied to the leading lining cutting method that Support System in Soft Rock Tunnels builds, comprise main frame and backstage, shown in Fig. 4-5, described backstage comprises hydraulic power unit, slush pump, slag mud collection transloading equipment, High pressure cement pump, described main frame comprises arch frame 4 and driving filling concrete machine 5, described arch frame mainly is comprised of arched girder, big or small balladeur train, walking chassis, expansion bracket four parts, and driving is filled with concrete machine 5 and is arranged on and makes hoop along balladeur train on the balladeur train of arch frame 4 and slide.
Shown in Fig. 7-10, what described driving filled with that concrete machine 5 comprises warehouse 5.13 and warehouse bottom feeds frame 5.16, and described warehouse comprises cutterhead soil storehouse 5.4, output shaft storehouse 5.5, power bin 5.6 and casing 5.7 from front to back successively; The head in described cutterhead soil storehouse 5.4 arranges five independent cutterheads 5.1 by front two rear three position, one side of independent cutterhead 5.1 also is provided with two pocket knife dishes 5.8, be used for the 2.1 overlap joint shapings of arc shell concrete sheet, the rear portion in described cutterhead soil storehouse 5.4 is between storage soil 5.17, in between storage soil, cutter axis 5.18 is set, the cutter axis both sides of rear three described independent cutterheads 5.1 are equipped with stirring rod 5.9; Be provided with the power output shaft 5.10 of cutterhead in described output shaft storehouse 5.5, the power output shaft of little cutterhead and adjacent cutterhead power output shaft carry out transmission by driving chain 5.20; Be provided with the hydraulic motor 5.19 of power output shaft in described power bin 5.6, be provided with synchronous valve 5.21, oil inlet pipe 5.22, current collector 5.23, oil return pipe 5.24 in described casing 5.7, the data wire of sensor, development machine support frame 5.11 and inlet pipe 5.2 and mud pipe 5.3.
Described inlet pipe 5.2 is connected with the backstage slush pump and passes casing 5.7, across power bin inside and stretch out five boundarys of being in charge of through output shaft storehouse 5.5 and cutterhead soil storehouse 5.4; Described mud pipe 5.3 starts from the middle part of output shaft storehouse 5.5 and cutterhead soil storehouse 5.4 boundarys, passes successively output shaft storehouse 5.5, power bin 5.6 and casing 5.7, collects transloading equipment with backstage slag mud and is connected; The purpose that output shaft storehouse 5.5 is set is for power output shaft being installed and being cut off between storage soil and rear portion power bin 5.6.
Shown in Figure 9, in figure, heavy black line represents the warehouse border, and interface 5.25 is easy for installation for warehouse, and warehouse is divided into four parts, be respectively cutterhead soil storehouse 5.4, output shaft storehouse 5.5, power bin 5.6 and casing 5.7, between every part, available bolt is fixedly connected as an integral body.
Shown in Fig. 7-8, the support body that feeds frame 5.16 of described warehouse bottom is welded by shaped steel, its cross section is rectangular, the support body that feeds frame 5.16 feeds motor 5.14 along the tunneling direction afterbody, head has driven sprocket 5.15, the advancing of warehouse, retreat by the chain transmission and provide, the described support body that feeds frame is welded with anchor ear 5.12 along the tunneling direction interval, be used for fixing driving and fill with the warehouse 5.13 of concrete machine 5 and the movement locus of restriction warehouse 5.13, described anchor ear 5.12 is curved plate, and the radian of described curved plate inboard adapts with the external shape that driving is filled with concrete machine 5.
Namely form the leading liner structure in a kind of tunnel after using lining cutting method construction of the present invention to complete, be cemented in the tunnel surrounding soil body 1 inside, described arc shell 2 is closely fixed forming of several tabular arc shell concrete sheet 2.1 hoops, the length of arc shell concrete sheet 2.1 can be 2.5-15 rice, width can be 1-2 rice, and thickness can be 0.2-0.6 rice.Arc shell concrete sheet 2.1 directly uses the cement mortar induration for also can not putting coarse aggregate.Lap length along former and later two described arc shells 2 of tunnel piercing direction is generally 1-2 rice.
Claims (6)
1. one kind is applied to the leading lining cutting method that Support System in Soft Rock Tunnels is built, and it is characterized in that: step is as follows:
Step 1: the cleaning of face (6) and construction plant and the installation of lining device, the installation of described lining device comprises the installation on main frame and backstage, described main frame comprises arch frame (4) and driving filling concrete machine (5), the arch frame is placed on ground, driving is filled with concrete machine (5) and is arranged on and makes hoop along the arch frame on the slide rail of arch frame (4) and slide, and main frame is connected with the backstage; Determine the construction station of leading lining cutting, press construction requirement adjustment driving and fill with concrete machine (5) to leading lining cutting original position;
Step 2: start driving and fill with the concrete machine, driving is filled with the concrete machine and is pushed ahead on arch frame (4) along the tunnel piercing direction, promoting cutterhead (5.1) tunnels forward outside the tunnel excavation outline line, cutterhead (5.1) cutting soil, stirring rod (5.9) mix with the swell soil thin pulp of inlet pipe (5.2) injection the dregs that cuts down through mud pipe (5.3) simultaneously discharges;
Step 3: tunnel after prescribed depth, pass through casing interior mud pipe (5.3) to driving filling concrete machine anterior pumping of concrete (3) on one side, one side rollback tunnels the concrete machine of filling with; When the perfusion work of driving filling concrete machine is near completion, add accelerating admixture in the concrete of pumping, treat that it has namely formed an arc shell concrete sheet (2.1) that bar is tabular after solidifying outside the tunnel excavation outline line;
Step 4: apply continuously a plurality of arc shell concrete sheets (2.1) along arch frame (4) hoop and by sequence of construction, form an arc shell (2), i.e. leading liner structure, at this moment leading liner structure namely becomes the part of tunnel lining;
Step 5: after the concrete setting of leading liner structure, the tunnel is shorter than the excavation of arc shell (2) under the protection of arc shell (2), keeps the arc shell (2) of certain-length as the overlap joint of lower one deck arc shell;
Near step 6: form new face at excavation end position spray anchor, arch frame and driving are filled with the concrete machine move forward to new face, carry out the construction of next circulation, until leading lining cutting is all completed.
2. a kind of leading lining cutting method that Support System in Soft Rock Tunnels is built that is applied to according to claim 1, it is characterized in that: in described step 3, prescribed depth is 2.5m-15m.
3. a kind of leading lining cutting method that Support System in Soft Rock Tunnels is built that is applied to according to claim 1, it is characterized in that: in described step 4, need one, interval station to carry out between the station of the sequence of construction of a plurality of arc shell concrete sheets (2.1) for two the arc shell concrete sheets (2.1) of constructing continuously.
4. the described a kind of lining device that is applied to the leading lining cutting method that Support System in Soft Rock Tunnels builds of according to claim 1-3 any one, comprise main frame and backstage, described backstage comprises hydraulic power unit, slush pump, slag mud is collected transloading equipment, High pressure cement pump, it is characterized in that: described main frame comprises arch frame (4) and driving filling concrete machine (5), driving is filled with concrete machine (5) and is arranged on and makes hoop along balladeur train on the balladeur train of arch frame (4) and slide, described driving is filled with concrete machine (5) and is comprised and feed frame (5.16) bottom warehouse (5.13) and warehouse, described warehouse comprises cutterhead Tu Cang (5.4) from front to back successively, output shaft storehouse (5.5), power bin (5.6) and casing (5.7), the head of described cutterhead Tu Cang (5.4) arranges five independent cutterheads (5.1) by front two rear three position, one side of independent cutterhead (5.1) also is provided with two little cutterheads (5.8), be used for the shaping of arc shell concrete sheet (2.1) overlap joint, the rear portion of described cutterhead Tu Cang (5.4) is between storage soil (5.17), in between storage soil, cutter axis (5.18) is set, the cutter axis both sides of rear three described independent cutterheads (5.1) are equipped with stirring rod (5.9), be provided with the power output shaft (5.10) of cutterhead in described output shaft storehouse (5.5), the power output shaft of little cutterhead and adjacent cutterhead power output shaft carry out transmission by driving chain (5.20), be provided with the hydraulic motor (5.19) of power output shaft in described power bin (5.6), be provided with synchronous valve (5.21), oil inlet pipe (5.22), current collector (5.23), oil return pipe (5.24) in described casing (5.7), the data wire of sensor, development machine support frame (5.11) and inlet pipe (5.2) and mud pipe (5.3),
Described inlet pipe (5.2) is connected with the backstage slush pump and passes casing (5.7), across power bin inside and stretch out five boundarys of being in charge of through output shaft storehouse (5.5) and cutterhead Tu Cang (5.4); Described mud pipe (5.3) starts from the middle part of output shaft storehouse (5.5) and cutterhead Tu Cang (5.4) boundary, passes successively output shaft storehouse (5.5), power bin (5.6) and casing (5.7), collects transloading equipment with backstage slag mud and is connected.
5. a kind of lining device that is applied to the leading lining cutting method that Support System in Soft Rock Tunnels builds according to claim 4, it is characterized in that: the support body that feeds frame (5.16) bottom described warehouse is welded by shaped steel, its cross section is rectangular, the support body that feeds frame (5.16) feeds motor (5.14) along the tunneling direction afterbody, head has driven sprocket (5.15), advancing of warehouse, retreating by the chain transmission provides, the described support body that feeds frame is welded with anchor ear (5.12) along the tunneling direction interval, be used for fixing driving and fill with the warehouse (5.13) of concrete machine (5) and the movement locus of restriction warehouse (5.13).
6. a kind of lining device that is applied to the leading lining cutting method that Support System in Soft Rock Tunnels builds according to claim 4, it is characterized in that: described anchor ear (5.12) is curved plate, and the radian of described curved plate inboard adapts with the external shape that driving is filled with concrete machine (5).
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| CN201310044699.7A CN103104265B (en) | 2013-02-05 | 2013-02-05 | Advanced lining method and lining equipment used in construction of weak surrounding rock tunnel |
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| CN201310044699.7A CN103104265B (en) | 2013-02-05 | 2013-02-05 | Advanced lining method and lining equipment used in construction of weak surrounding rock tunnel |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104265325A (en) * | 2014-08-06 | 2015-01-07 | 上海隧道工程有限公司 | Non-replacement construction method of reinforcing pipe jacking friction reduction slurry |
| CN104453930A (en) * | 2014-11-21 | 2015-03-25 | 北京首尔工程技术有限公司 | Tunnel initial lining construction device and method |
| CN111188626A (en) * | 2020-03-13 | 2020-05-22 | 长安大学 | Open-type soft rock heading machine advance support system and use method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02167994A (en) * | 1988-12-21 | 1990-06-28 | Nippon Kensetsu Kikaika Kyokai | Arch type cutter for tunnel propulsion with double chain cutter |
| JPH0913872A (en) * | 1995-06-26 | 1997-01-14 | Jdc Corp | Excavating construction method for tunnel with large cross section of arch type |
| JP3455157B2 (en) * | 2000-03-28 | 2003-10-14 | 株式会社エヌ・アイ・ティ | Shoring construction method |
| JP3827577B2 (en) * | 2002-01-15 | 2006-09-27 | 独立行政法人鉄道建設・運輸施設整備支援機構 | Tunnel excavation method |
| CN102587923A (en) * | 2012-03-15 | 2012-07-18 | 中国铁建重工集团有限公司 | Center shaft type precutting trough equipment |
-
2013
- 2013-02-05 CN CN201310044699.7A patent/CN103104265B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02167994A (en) * | 1988-12-21 | 1990-06-28 | Nippon Kensetsu Kikaika Kyokai | Arch type cutter for tunnel propulsion with double chain cutter |
| JPH0913872A (en) * | 1995-06-26 | 1997-01-14 | Jdc Corp | Excavating construction method for tunnel with large cross section of arch type |
| JP3455157B2 (en) * | 2000-03-28 | 2003-10-14 | 株式会社エヌ・アイ・ティ | Shoring construction method |
| JP3827577B2 (en) * | 2002-01-15 | 2006-09-27 | 独立行政法人鉄道建設・運輸施設整備支援機構 | Tunnel excavation method |
| CN102587923A (en) * | 2012-03-15 | 2012-07-18 | 中国铁建重工集团有限公司 | Center shaft type precutting trough equipment |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104265325A (en) * | 2014-08-06 | 2015-01-07 | 上海隧道工程有限公司 | Non-replacement construction method of reinforcing pipe jacking friction reduction slurry |
| CN104453930A (en) * | 2014-11-21 | 2015-03-25 | 北京首尔工程技术有限公司 | Tunnel initial lining construction device and method |
| CN111188626A (en) * | 2020-03-13 | 2020-05-22 | 长安大学 | Open-type soft rock heading machine advance support system and use method thereof |
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| Publication number | Publication date |
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| CN103104265B (en) | 2015-02-04 |
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