CN111441776B - Machine head structure for empty pushing through underground excavation primary lining tunnel and construction method - Google Patents
Machine head structure for empty pushing through underground excavation primary lining tunnel and construction method Download PDFInfo
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- CN111441776B CN111441776B CN202010003856.XA CN202010003856A CN111441776B CN 111441776 B CN111441776 B CN 111441776B CN 202010003856 A CN202010003856 A CN 202010003856A CN 111441776 B CN111441776 B CN 111441776B
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- 238000010276 construction Methods 0.000 title claims abstract description 62
- 238000009412 basement excavation Methods 0.000 title claims abstract description 37
- 230000007246 mechanism Effects 0.000 claims description 24
- 239000002002 slurry Substances 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 10
- 239000011083 cement mortar Substances 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 abstract description 6
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 16
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000004568 cement Substances 0.000 description 6
- 235000019353 potassium silicate Nutrition 0.000 description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 230000008569 process Effects 0.000 description 4
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical compound O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 description 1
- 238000005286 illumination Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/005—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by forcing prefabricated elements through the ground, e.g. by pushing lining from an access pit
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a machine head structure for a hollow pushing through a pre-excavation tunnel, which comprises a cylindrical machine head body and an extension section arranged at the end part of the machine head body, wherein the extension section is provided with a hollow pushing-through hole; the extending section is of a conical structure coaxially arranged with the machine head body, and the diameter of the large opening end of the extending section is the same as that of the machine head body and is connected with the end part of the machine head body; sliding shoe plates are symmetrically arranged on the two sides of the lower edges of the outer walls of the machine head body and the extension section, and the sliding shoe plates are matched with the guide grooves; the guide groove is arranged on a guide groove plate pre-buried in the undermined tunnel cushion layer. The invention also discloses a construction method for the empty pushing through the underground excavation primary lining tunnel. The beneficial effects of the invention are as follows: the machine head structure is not provided with a cutter head, the sliding shoe plate is installed, the pipe jacking pipe is used for pushing through the underground excavation primary lining, the underground excavation is combined with the pipe jacking pipe, the problems that the existing pipe jacking machine cannot normally tunnel in a hard rock section, the construction period of the underground excavation secondary lining is long and the like are solved, the pipe jacking pipe is pushed through the underground excavation section to construct an underground tunnel, meanwhile, the construction period is greatly shortened, the construction cost is reduced, and the investment of a man-machine is reduced.
Description
Technical Field
The invention relates to the field of underground tunnel construction, in particular to a nose structure for an empty pushing through underground primary lining tunnel and a construction method.
Background
With the rapid development of urban construction in China, urban municipal matched pipe network construction is more common. The pipe jacking construction is widely applied by virtue of the advantages of small influence on the environment and the ground traffic, high construction speed, short construction period, small working surface, low construction cost and the like. However, in the construction of a subsurface tunnel, if a hard rock segment or an boulder stratum is weathered in the middle and a sharp curve exists on the tunnel axis, the push bench cannot be pushed in normally.
At present, the construction of an underground tunnel is carried out by adopting different construction methods according to different crossing stratum. The stratum of the hard rock section is constructed by adopting a hidden excavation method, but if the primary lining construction is carried out on the hard rock section by adopting a hidden excavation method, the lining construction adopts a traditional cast-in-situ two-lining construction method, and the construction is carried out in a sectional manner, the casting is carried out in a sectional manner, and the maintenance is carried out in a sectional manner, and the method is particularly used for a tunnel with a longer line, and has the advantages of low construction speed and high construction cost. When the shield machine is directly adopted to empty and push through the underground excavation section, the equipment investment is large, the construction efficiency is low, the shield machine is complex to install and debug, and the segment assembly is long in time.
Disclosure of Invention
The invention aims to provide a nose structure for pushing a jacking pipe through a tunnel with a primary lining in a hidden way and a construction method thereof, aiming at the defects of the prior art, and solving the problems that the existing push bench cannot normally tunnel in a hard rock section, has a long construction period of a secondary lining in a hidden way and the like.
The invention adopts the technical scheme that: the machine head structure for the empty pushing through the underground excavation primary lining tunnel is characterized by comprising a cylindrical machine head body and an extension section arranged at the end part of the machine head body; the extending section is of a conical structure coaxially arranged with the machine head body, and the diameter of the large opening end of the extending section is the same as that of the machine head body and is connected with the end part of the machine head body; sliding shoe plates are symmetrically arranged on the two sides of the lower edges of the outer walls of the machine head body and the extension section, and the sliding shoe plates are matched with the guide grooves; the guide groove is arranged on a guide groove plate pre-buried in the undermined tunnel cushion layer.
According to the scheme, the diameter of the small opening end of the extension section is five sixths of the diameter of the large opening end.
The invention also provides a propelling device for the empty pushing through the underground excavation primary lining tunnel, which comprises a power mechanism and the machine head structure, wherein the power mechanism is arranged in the working well, the pushing end of the power mechanism, a plurality of pipe jacking pipes and the machine head structure can be contacted in sequence, and the power mechanism pushes the machine head structure to move forwards through the pipe jacking pipes.
The invention also provides a construction method for the empty pushing through the underground excavation primary lining tunnel, which comprises the following steps:
Step one, early construction preparation;
step two, providing the components of the propelling device and assembling the machine head structure;
thirdly, constructing a tunnel primary lining, a guide groove plate and a cushion layer: a primary lining is constructed in the tunnel section in a hidden way, a cushion layer is paved after the bottom surface of the primary lining is cleaned, and a guide groove plate is pre-buried before cushion layer construction;
Fourthly, surface punching and grouting pipe burying;
Step five, the propelling device is installed in a well and is idle to push: the power mechanism, the head section pipe jacking pipe and the machine head body are installed, and a sliding shoe plate at the bottom of the machine head body is matched with a guide groove on the cushion layer; after the installation, the pipe jacking pipe blank pushing construction is carried out in the primary lining of the tunnel until the pipe jacking pipe in the tunnel is completely installed;
Step six, plugging a tunnel portal interface to prevent slurry from overflowing into the working well;
step seven, the gap between the inner wall of the tunnel underground excavation primary lining and the outer wall of the pipe-jacking pipe is a slurry filling area, and cement mortar is injected into the slurry filling area for filling;
Step eight, secondary grouting of the tunnel: and (3) performing surface grouting on the empty pushing section, and performing tunnel secondary grouting at slurry shrinkage positions at intervals of 3-5 rings through the lifting holes of the pipe-jacking pipe.
According to the scheme, in the fourth step, holes are punched from the surface to the central axis of the tunnel, and grouting holes are arranged at intervals along the axial direction of the tunnel; and grouting pipes are arranged in each grouting hole, and the length of each grouting pipe is designed according to the actual construction condition, and the ports of the grouting pipes are positioned in a gap between the outer wall of the push pipe after the hollow pushing and the inner wall of the underground excavation lining.
According to the scheme, in the step six, the pressure relief hole is pre-buried above the tunnel portal.
According to the scheme, in the seventh step, the grouting pressure is 0.2-0.4 Mpa.
According to the scheme, in the step eight, the grouting pressure is 0.2-0.6 MPa.
According to the scheme, in the third step, the cushion layer is formed by pouring concrete.
The beneficial effects of the invention are as follows:
1. The machine head structure is not provided with a cutter head, the sliding shoe plate is installed, the pipe jacking pipe is pushed through the underground excavation primary lining in an empty mode, the underground excavation is combined with the pipe jacking pipe, the problems that the existing pipe jacking machine cannot normally tunnel in a hard rock section, the construction period of the underground excavation secondary lining is long and the like are solved, the pipe jacking pipe is pushed through the underground excavation section in an empty mode to construct an underground tunnel, meanwhile, the construction period is shortened greatly, the construction cost is reduced, and the investment of the man-machine is reduced. 2. The pipe jacking pipe is pushed through the underground excavation primary lining, so that the tunnel can be formed at one time. 3. The machine head is simple in structure and low in construction cost. 4. The nose body is provided with the sliding shoe plate, so that the air pushing friction resistance can be effectively reduced, and the construction efficiency is improved. 5. The machine head body is transformed and the sliding shoe plate is installed, so that the machine head body can be prefabricated independently in advance according to the hole diameter, and the construction period can be shortened. 6. The machine head structure can be recycled, so that the construction cost of the tunnel construction is effectively reduced.
Drawings
FIG. 1 is a schematic view of a handpiece construction according to the present invention.
Fig. 2 is a schematic diagram of hollow pushing of a nose structure and a pipe-jacking pipe in a primary lining in the present embodiment.
Fig. 3 is a cross-sectional view A-A in fig. 2.
Fig. 4 is a schematic view of a grouting pipe in the present embodiment.
Wherein: 1. a slurry filling zone; 2. pipe jacking pipe material; 3. a primary lining is excavated in a hidden way; 4. a machine head structure; 4.1, a machine head body; 4.2, an extension section; 4.3, a slipper board; 5. grouting pipe; 6. and (3) a cushion layer.
Detailed Description
For a better understanding of the present invention, the present invention is further described below with reference to the drawings and specific examples.
A nose structure 4 for a tunnel which is pushed through a hidden digging primary lining 3 in a blank way is shown in fig. 1, and comprises a cylindrical nose body 4.1 and an extension section 4.2 arranged at the end part of the nose body 4.1; the extending section 4.2 is of a conical structure which is coaxially configured with the machine head body 4.1, and the diameter of the large opening end of the extending section 4.2 is the same as that of the machine head body 4.1 and is connected with the end part of the machine head body 4.1. In the invention, a cutter head is not arranged on the machine head structure 4; the machine head structure 4 can be directly used for a power system of the existing pipe jacking machine.
Preferably, the diameter of the small opening end of the extension section 4.2 is five sixths of the diameter of the large opening end, so that the influence on the underground excavation primary lining 3 in the empty pushing process is avoided, sundries in a tunnel are prevented from entering the machine head structure 4 and the inside of the pipe jacking pipe 2, and the smooth empty pushing of the pipe jacking pipe 2 is ensured.
Preferably, the lower edges of the outer walls of the machine head body 4.1 and the extension section 4.2 are symmetrically provided with sliding shoe plates 4.3, and the sliding shoe plates 4.3 are matched with the guide grooves; the guide groove is arranged on a guide groove plate pre-buried in the undermining tunnel cushion layer 6. The shoe 4.3 reduces frictional resistance during the idle pushing and prevents the nose structure 4 from rolling sideways during the idle pushing.
In the embodiment, the sliding shoe plate 4.3 at the lower part of the machine head body 4.1 is horizontal; because the diameter of the extension section 4.2 is different from that of the nose body 4.1, a certain angle exists between the sliding shoe plate 4.3 positioned at the lower part of the extension section 4.2 and the sliding shoe plate 4.3 positioned at the lower part of the nose body 4.1; the sliding shoe plate 4.3 is made of I-steel, and the lower part of the sliding shoe plate 4.3 is positioned in the guide groove; the guide groove plate is made of a steel plate with the thickness of 10cm, so that the air pushing resistance of the pipe jacking pipe 2 is reduced, and meanwhile, the jacking posture of the pushing device is ensured to be in a controllable range, and two sides of the guide groove plate exceed the sliding shoe plate 4.350mm.
A propulsion unit for empty pushing through dig first lining 3 tunnel secretly, includes power unit and as above aircraft nose structure 4 is constituteed, power unit locates in the working well, and power unit's pushing end, a plurality of push pipe tubular product 2 and aircraft nose structure 4 can contact in proper order, and power unit promotes aircraft nose structure 4 through push pipe tubular product 2 and moves forward. The main point of the propelling device in the invention is the improvement of the machine head structure 4, and the machine head structure 4 is not provided with a cutter head; the power mechanism can be a power mechanism of an existing shield tunneling machine or a pipe jacking machine and can be a hydraulic jack. The power mechanism is in the prior art, and is not shown in the drawings, and is not described here again.
The construction method of the tunnel with the empty pushing through the underground initial lining 3 comprises the steps of after a cushion layer 6 is paved on the tunnel with the underground initial lining 3, performing jacking and empty pushing construction in the tunnel with the underground initial lining 3 through the pushing device (shown in fig. 2 and 3); after the empty pushing is finished, performing surface perforation grouting filling (shown in fig. 4) on a gap between the outer wall of the pipe jacking pipe 2 and the inner wall of the underground excavation primary lining 3 to finish the construction of an underground tunnel; in this embodiment, the power mechanism is a hydraulic jack. The method specifically comprises the following steps:
step one, early construction preparation: and the equipment such as construction electricity, water, channels, drainage, illumination and the like is installed according to the conventional pipe jacking construction, so that the smoothness of the construction machine tool and construction material approach road is ensured.
Step two, providing the components of the propelling device: in the embodiment, a power mechanism of the propulsion device is arranged in the vertical shaft, and a propulsion end of the propulsion device is contacted with the rear end of the machine head body 4.1 through the pipe jacking pipe 2 to realize propulsion; the machine head body 4.1 and the extension section 4.2 are respectively manufactured by welding steel plates with the thickness of 20 mm; the lower part of the machine head structure 4 is welded with a pair of sliding shoe plates 4.3 made of 14# I-steel. In this embodiment, the diameter of the handpiece body 4.1 is 3.6m, and the diameter of the small opening end of the extension section 4.2 is 3m.
Thirdly, constructing a tunnel primary lining, a guide groove plate and a cushion layer 6, embedding a guide groove in the cushion layer 6, wherein the axial direction of the guide groove is consistent with the propelling direction of the propelling device: the primary lining is constructed by underground excavation in the tunnel section, a cushion layer 6 is paved after the bottom surface of the underground excavation primary lining 3 is cleaned, and a guide groove plate configured with a sliding shoe plate 4.3 is pre-buried before the cushion layer 6 is constructed: firstly, positioning an embedded guide groove plate according to a tunnel design axis, wherein before pouring, C20 thread steel with the diameter of 100mm is adopted as an anchor bar embedded part to be vertically welded on an underground excavation steel arch frame in a positioning way at the same time when a preset guide groove central axis is measured and discharged in order to prevent the floating phenomenon of the embedded guide groove when a cushion layer 6 is poured, after the anchor bar embedded part is positioned and welded, the guide groove plate is welded and fixed according to the axis position of the guide groove at a measuring point, and one anchor bar embedded part is arranged at a distance of 2 m; in this embodiment, the cushion layer 6 is formed by casting C20 concrete, and has a thickness of 15mm.
Fourthly, surface punching and grouting pipe 5 burying: the surface of the ground punches the central axis of the tunnel, grouting holes are arranged at intervals of 10 meters along the axial direction of the tunnel, grouting pipes 5 are arranged in each grouting hole, the length of each grouting pipe 5 is designed according to the actual construction condition, and the ports of the grouting pipes are positioned in gaps between the outer wall of the push pipe 2 and the inner wall of the underground excavation lining after the hollow pushing.
Step five, pushing in the well: referring to the traditional pipe jacking construction method, a power mechanism, a first-section pipe jacking pipe 2 and a machine head body 4.1 are installed, and a sliding shoe plate 4.3 at the bottom of the machine head body 4.1 is matched with a guide groove on a cushion layer 6; and after the installation, performing the empty pushing construction of the pipe jacking pipe 2 in the primary lining of the tunnel.
1. The propulsion device enters into a undercut tunnel
The starting base is installed before the machine head body 4.1 goes down the well (the machine head body 4.1 and the pipe jacking pipe 2 are of a cylindrical structure and are easy to roll, the starting base is equivalent to a positioning device), the machine head body 4.1 falls on the starting base after going down the well, the power mechanism pushes the machine head body 4.1 to advance and retract back, the starting base is empty at the moment, the pipe jacking pipe 2 falls on the starting base in the well, the power mechanism pushes the pipe jacking pipe 2 to advance, and the pipe jacking pipe 2 falls on the starting base in sequence and is propelled by the power mechanism. And adjusting the power mechanism before the pipe jacking pipe 2 is pushed in the air, and determining the posture of the machine head structure 4 through measurement. During jacking, the pushing speed cannot be too fast, the pushing speed is controlled within the range of 15-25 mm/min, and each time 1 section of pipe jacking pipe 2 is pushed, axis measurement is required, and if necessary, each 0.5 section is measured, so that the pipe jacking pipe 2 enters the underground excavation primary lining 3 in a good posture. In the aspect of thrust, the jacking pressure of the oil cylinder is controlled within the range of 5-15 MPa in consideration of friction resistance between the pipe and the soil body.
2. Pipe jacking pipe 2 is pushed through curve section
And calculating the stroke difference of the jack according to the design radius of the axis, ensuring the head structure 4 to walk along the axis of the underground excavation tunnel through the stroke difference of the jack, measuring the axis error of the underground excavation primary lining 3 and the pipe jacking pipe 2 before jacking each section of pipe jacking pipe 2, adjusting the stroke difference of the jack according to the error, and ensuring the gap between the pipe jacking pipe 2 and the underground excavation primary lining 3.
3. The propulsion device is arranged in the undercut cavity pushing section
In the jacking process at this stage, the jack jacking pressure is specially noted, when the oil pressure of the jacking oil cylinder suddenly increases, jacking construction is immediately stopped, whether sundries need to be cleaned or not is checked in front of the machine head structure 4, and damage to the primary lining of the underground excavation section is prevented.
In the invention, the working process of the propelling device is basically consistent with the propelling process of the existing shield tunneling machine or pipe pushing machine, namely, a power mechanism in a working well is utilized to push a tail pipe pushing pipe 2, and the tail pipe pushing pipe 2 then pushes a machine head body 4.1 and an extension section 4.2 forwards through a plurality of middle pipe pushing pipes 2; after the pushing end of the power mechanism is retracted, a mounting gap is reserved between the pushing end of the power mechanism and the final-section pipe jacking pipe 2, the pipe jacking pipe 2 is mounted in the gap, and so on.
Step six, plugging a tunnel portal interface: after the machine head structure 4 passes through the undercut tunnel, grouting filling is needed to be carried out on a gap between the outer wall of the pipe-jacking pipe 2 and the undercut primary lining 3. To prevent the slurry from overflowing into the work well, the portal must be closed. The gap between the tunnel portal and the pipe jacking pipe 2 is sealed by a slurry stopping plate, and a pressure relief hole is pre-buried above the tunnel portal for later checking whether slurry is filled compactly.
Seventh, the gap between the inner wall of the tunnel underground excavation primary lining 3 and the outer wall of the pipe jacking pipe 2 is a slurry filling area 1, and cement mortar is injected into the slurry filling area 1 for filling: cement mortar is injected through the grouting pipe 5, and water is adopted for the cement mortar: and (3) cement: sand: fly ash: the bentonite is prepared from the following components in percentage by mass: 1:6.5:4:1, blending, wherein the grouting pressure is controlled between 0.2 and 0.4MPa, and the construction quality of the formed tunnel is ensured. When the pressure of the grouting orifice is maintained at about 0.5-0.8 Mpa, the suction amount is not more than 40L/min, and the state is maintained for 30min, the grouting of the hole can be finished.
Step eight, secondary grouting: after the earth surface grouting is carried out on the hollow pushing section, the secondary grouting is carried out on the slurry filling area 1 at the slurry shrinkage position through the hoisting holes on the pipe jacking pipe 2 at intervals of 3-5 rings, the grouting pressure is controlled between 0.2 and 0.6MPa (preferably 0.3-0.5 MPa), and the construction quality of the formed tunnel is ensured. The grouting material adopts double-liquid slurry, the slurry ratio is cement slurry water-cement ratio of 0.8:0.9, and water glass and water are diluted according to 1:1.5. The volume ratio of the grout to the water glass during injection is cement grout: waterglass=4:1.
After a grouting one-way check valve is added to a grouting hole before grouting, an electric hammer is used for drilling through a 3cm protective layer after the hole is drilled, and a tee joint, a cement slurry pipe and a water glass pipe are connected. During grouting, the pure cement slurry is firstly injected for 1min, then a water glass valve is opened for mixed injection, and the concentration of water glass is increased during final hole. After the grouting of each hole is finished, the grouting head is opened to check the injection effect after waiting for 5-10 minutes, if the water is large, the grouting head is injected again, the holes can be finished when less water flows out, the grouting head is removed, the grouting holes are plugged by using double quick cement mortar, plastic plugs are arranged, and the next hole site grouting is carried out.
Although the present invention has been described in detail with reference to the embodiments, it will be apparent to those skilled in the art that the technical scheme and parameters described in the embodiments can be modified or some of the technical features can be replaced equally, but any modification, equivalent replacement, improvement, etc. within the spirit and principle of the present invention should be included in the scope of protection of the present invention.
Claims (7)
1. The construction method for the empty pushing through the underground excavation primary lining tunnel is characterized by comprising the following steps of:
Step one, early construction preparation;
step two, providing each component of the propulsion device and assembling the machine head structure;
thirdly, constructing a tunnel primary lining, a guide groove plate and a cushion layer: a primary lining is constructed in the tunnel section in a hidden way, a cushion layer is paved after the bottom surface of the primary lining is cleaned, and a guide groove plate is pre-buried before cushion layer construction;
Fourthly, surface punching and grouting pipe burying;
Step five, the propelling device is installed in a well and is idle to push: the power mechanism, the head section pipe jacking pipe and the machine head body are installed, and a sliding shoe plate at the bottom of the machine head body is matched with a guide groove on the cushion layer; after the installation, the pipe jacking pipe blank pushing construction is carried out in the primary lining of the tunnel until the pipe jacking pipe in the tunnel is completely installed;
Step six, plugging a tunnel portal interface to prevent slurry from overflowing into the working well;
step seven, the gap between the inner wall of the tunnel underground excavation primary lining and the outer wall of the pipe-jacking pipe is a slurry filling area, and cement mortar is injected into the slurry filling area for filling;
Step eight, secondary grouting of the tunnel: performing surface grouting on the empty pushing section, and performing tunnel secondary grouting at slurry shrinkage positions at intervals of 3-5 rings through lifting holes of the pipe-jacking pipe;
The pushing device comprises a power mechanism and a machine head structure, the power mechanism is arranged in the working well, a pushing end of the power mechanism, a plurality of pipe jacking pipes and the machine head structure can be contacted in sequence, and the power mechanism moves forwards through the pipe jacking pipe pushing mechanism structure;
The machine head structure comprises a cylindrical machine head body and an extension section arranged at the end part of the machine head body; the extending section is of a conical structure coaxially arranged with the machine head body, and the diameter of the large opening end of the extending section is the same as that of the machine head body and is connected with the end part of the machine head body; sliding shoe plates are symmetrically arranged on the two sides of the lower edges of the outer walls of the machine head body and the extension section, and the sliding shoe plates are matched with the guide grooves; the guide groove is arranged on a guide groove plate pre-buried in the undermined tunnel cushion layer.
2. The construction method of the empty pushing through the underground excavation primary lining tunnel according to claim 1, wherein in the fourth step, holes are punched from the ground surface to the central axis of the tunnel, and grouting holes are arranged at intervals along the axial direction of the tunnel; and grouting pipes are arranged in each grouting hole, and the length of each grouting pipe is designed according to the actual construction condition, and the ports of the grouting pipes are positioned in a gap between the outer wall of the push pipe after the hollow pushing and the inner wall of the underground excavation lining.
3. The method of constructing a tunnel with a hollow push through undermined primary lining according to claim 1, wherein in the sixth step, a pressure relief hole is pre-buried above the tunnel portal.
4. The construction method for empty pushing through a pre-excavated tunnel according to claim 1, wherein in the seventh step, grouting pressure is 0.2-0.4 mpa.
5. The construction method for empty pushing through a pre-excavated tunnel according to claim 1, wherein in the eighth step, grouting pressure is 0.2 to 0.6MPa.
6. The method for constructing an empty-pushing tunnel with a hidden tunnel liner according to claim 1, wherein in the third step, the cushion layer is formed by casting concrete.
7. The construction method for empty pushing through a hidden-excavated primary-lined tunnel according to claim 1, wherein the diameter of the small opening end of the extension section is five sixths of the diameter of the large caliber end.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010003856.XA CN111441776B (en) | 2020-01-03 | 2020-01-03 | Machine head structure for empty pushing through underground excavation primary lining tunnel and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010003856.XA CN111441776B (en) | 2020-01-03 | 2020-01-03 | Machine head structure for empty pushing through underground excavation primary lining tunnel and construction method |
Publications (2)
| Publication Number | Publication Date |
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| CN111441776A CN111441776A (en) | 2020-07-24 |
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| KR101237749B1 (en) * | 2012-11-13 | 2013-02-27 | 윤석인 | Propulsion unit head that is used in shield method |
| CN109026035A (en) * | 2018-09-10 | 2018-12-18 | 中山大学 | Tunnel circumferential direction variable cross-section digs method |
| CN212508308U (en) * | 2020-01-03 | 2021-02-09 | 武汉市市政建设集团有限公司 | Machine head structure and propelling device for air-propelling through underground excavation primary lining tunnel |
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| SU1135905A1 (en) * | 1983-07-15 | 1985-01-23 | Государственный Ордена Трудового Красного Знамени Институт По Изысканиям И Проектированию Мостов | Arrangement for constructing block lining of tunnels |
| DE3911378C2 (en) * | 1989-04-07 | 1994-06-01 | Westfalia Becorit Ind Tech | Driving shield with a cone crusher, especially for use in pipe pre-pressing |
| EP0812979A1 (en) * | 1996-06-14 | 1997-12-17 | Construction & Tunneling Services, Inc. | Tunnel boring machine and method |
| JP2000034888A (en) * | 1998-07-17 | 2000-02-02 | Komatsu Ltd | Small-bore pipe jacking method and succeeding facility thereof |
| JP4342902B2 (en) * | 2003-10-15 | 2009-10-14 | 株式会社奥村組 | Tunnel excavator |
| JP4516494B2 (en) * | 2005-07-22 | 2010-08-04 | 清水建設株式会社 | Obstacle removal method and excavation device in propulsion method |
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| CN207377565U (en) * | 2017-11-13 | 2018-05-18 | 中铁十二局集团第二工程有限公司 | Constructing metro tunnel structure containing complicated geological and without shield launching place |
| CN109236305A (en) * | 2018-10-26 | 2019-01-18 | 中铁第勘察设计院集团有限公司 | Shield sky is pushed away through bored tunnel and the secondary construction method and its structure originated |
| CN110043256B (en) * | 2019-05-20 | 2024-07-05 | 天地科技股份有限公司上海分公司 | Lubrication structure of guide sliding shoe |
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| KR101237749B1 (en) * | 2012-11-13 | 2013-02-27 | 윤석인 | Propulsion unit head that is used in shield method |
| CN109026035A (en) * | 2018-09-10 | 2018-12-18 | 中山大学 | Tunnel circumferential direction variable cross-section digs method |
| CN212508308U (en) * | 2020-01-03 | 2021-02-09 | 武汉市市政建设集团有限公司 | Machine head structure and propelling device for air-propelling through underground excavation primary lining tunnel |
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