CN117145494B - Construction method of shield tunnel communication channel - Google Patents
Construction method of shield tunnel communication channel Download PDFInfo
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- CN117145494B CN117145494B CN202311182468.2A CN202311182468A CN117145494B CN 117145494 B CN117145494 B CN 117145494B CN 202311182468 A CN202311182468 A CN 202311182468A CN 117145494 B CN117145494 B CN 117145494B
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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
- E21D9/008—Driving transverse tunnels starting from existing tunnels
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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
- E21D11/12—Temporary supports for use during building; Accessories
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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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/155—Laggings made of strips, slats, slabs or sheet piles
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F13/00—Transport specially adapted to underground conditions
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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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- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
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- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
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- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application discloses a construction method of a shield tunnel connecting channel, which comprises the steps of erecting a temporary support at a hole of the connecting channel, and fixedly connecting an opening ring and an adjacent ring by using a longitudinal tensioning device; then removing the duct piece at the opening of the connecting channel, wherein the connecting channel at the opening is provided with a transition section with a set distance, the transition section adopts reverse-picking construction, gradually lifting and transitional to the design contour line of the connecting channel at a set reverse-picking angle, and erecting temporary supports at the transition section in the reverse-picking construction process; after excavating a connecting channel to a set length by adopting a step method and finishing supporting, grouting by arranging a reverse leading small guide pipe from the tail end of the transition section to the direction of the opening of the connecting channel, gradually removing temporary supporting from inside to outside, and reversely excavating the residual soil body of the transition section; and in the process of excavating the residual soil body of the transition section, carrying out primary support and concrete spraying on the arching line of the excavated transition section in time. The application can reduce the collapse, the overexcavation and other conditions of soil at the opening.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of a shield tunnel connecting channel.
Background
In the construction process of the subway, a communication channel for communicating two subway tunnels needs to be constructed between the two subway tunnels of the subway. Collapse, overexcavation and other conditions easily occur when the soil body at the opening of the connecting channel is excavated, so that the connecting channel is difficult to construct.
Disclosure of Invention
The application provides a construction method of a shield tunnel connecting channel in order to reduce the collapse, overexcavation and other conditions of soil at a tunnel portal.
The shield tunnel connection channel construction method provided by the application adopts the following technical scheme:
The construction method of the shield tunnel connection channel comprises the following steps:
Erecting temporary supports at the openings of the communication channels, wherein the temporary supports are respectively supported on the split rings and adjacent rings at two ends of the split rings;
fixedly connecting the split ring and the adjacent ring by using a longitudinal tensioning device;
Removing the duct piece at the opening of the connecting channel, and spraying concrete to the tunnel face for blocking;
The connecting channel at the opening is provided with a transition section with a set distance, the transition section adopts reverse-picking construction, the transition section is gradually lifted and transited to the connecting channel design contour line at a set reverse-picking angle, a small annular advance guide pipe is arranged inwards from the opening of the connecting channel at an angle larger than the reverse-picking angle before reverse-picking construction, and temporary support is erected at the transition section in the reverse-picking construction process;
after excavating a connecting channel to a set length by adopting a step method and finishing supporting, grouting by arranging a reverse leading small guide pipe from the tail end of the transition section to the direction of the opening of the connecting channel, gradually removing temporary supporting from inside to outside, and reversely excavating the residual soil body of the transition section; and in the process of excavating the residual soil body of the transition section, carrying out primary support and concrete spraying on the arching line of the excavated transition section in time.
By adopting the technical scheme, the temporary support and the longitudinal tensioning device can keep the stability of the split ring and reduce the deformation and displacement of the split ring, so that the split ring is kept to be stable for supporting soil; by setting the transition section, a certain amount of soil is reserved at the opening of the connecting channel, so that the collapse condition of the soil can be reduced, and the transition to the design contour line of the connecting channel is gradually raised and transited by the set anti-picking angle, so that the rest soil of the transition section has an anti-picking angle and is not easy to collapse; and the reverse leading small duct grouting is arranged in the direction from the tail end of the transition section to the opening of the connecting channel, after the soil body above the transition section is reinforced, the residual soil body of the transition section is excavated, the collapse probability in the process of excavating the residual soil body of the transition section is small, and the reverse leading small duct grouting can not damage the segment reserved in the tunnel, so that the structure of the tunnel is kept relatively intact.
Preferably, the temporary support comprises a plurality of groups of frames and jacks, wherein the plurality of groups of frames are respectively supported on the split ring and adjacent rings at two ends of the split ring, the plurality of groups of frames are connected by adopting profile steel, and two ends of the jacks are respectively connected with the pipe piece and the frames and apply prestress to the frames.
By adopting the technical scheme, after the duct piece at the opening of the connecting channel is removed, the split ring is lack of one piece and cannot form a closed loop, so that the supporting force can be reduced, and the frame supports the split ring from the inside and is connected to the adjacent ring, so that the split ring is stably supported; the frame is prestressed through the jack, so that the frame compresses the duct piece of the tunnel, and a certain prestress is applied to the duct piece of the tunnel, and the stability of the tunnel is improved.
Preferably, the longitudinal tensioning device comprises two steel plates, segment bolts and connecting pieces, wherein the two steel plates are welded on the segments of the split ring and the adjacent rings respectively, and the connecting pieces are fixedly connected with the two steel plates through the segment bolts.
By adopting the technical scheme, the longitudinal tensioning device is used for blocking the gap between the opening ring and the adjacent ring from being enlarged after the duct piece at the opening of the communication channel is removed, so that the water leakage condition is reduced; and steel plates are welded at the corresponding positions of the opening ring and the pipe piece of the adjacent ring, and then the connecting piece is connected with the two steel plates by using the pipe piece bolts, so that the installation is convenient.
Preferably, anchor rods are arranged on side walls during primary support construction of the communication channel, and the anchor rods are specifically: an anchor hole is drilled on the side wall, grouting is carried out on mortar in the anchor hole by adopting a grouting pipe and a grouting pipe, and after grouting is finished, the orifice of the anchor hole is plugged by cement paper; after the head of the anchor rod is positioned at the orifice of the anchor hole, the cement paper for blocking the orifice is lifted, and then the rod body is inserted into the anchor hole and is installed in place; if no cement mortar overflows from the orifice, the rod body is pulled out for grouting again, and then the anchor rod is installed again.
Through adopting above-mentioned technical scheme, beat and establish the anchor eye slip casting, install the stock again, connect into an organic wholely with the soil body after stock and slip casting, the fastness of stock is good, can improve the fastness of follow-up preliminary bracing, improves the holding power of preliminary bracing.
Preferably, the primary support of the communication channel comprises a steel arch which is firmly welded to the anchor rods by means of steel bars.
By adopting the technical scheme, the steel arch and the anchor rod are fixedly connected, the steel arch and the surrounding soil body are integrated, and the stability of the steel arch is improved.
Preferably, in the construction process of the connecting channel, a vertical plate is arranged at the lower part of the hole, two ends of the vertical plate are respectively arranged in the tunnel and the connecting channel, two sides of the vertical plate are respectively connected with an anchor rod of the temporary support and the connecting channel through slings, and a gap is reserved between the vertical plate and a duct piece around the hole.
By adopting the technical scheme, the vertical plate does not contact the duct piece around the hole, and does not directly generate acting force on the duct piece around the hole, so that the stability of the duct piece around the hole is maintained, the stability of soil around the hole is maintained, and the collapse of the soil at the hole is reduced; the two sides of the longitudinal span plate are connected to the anchor rods of the temporary support and the connecting channel through slings, the supporting force of the longitudinal span plate is stable, larger load can be born, more earthwork can be passed through at one time, and the transportation efficiency of earthwork is improved.
Preferably, the method for removing the duct piece at the opening of the connecting channel comprises the following steps: firstly, re-tightening connecting bolts on the duct pieces around the hole of the communication channel; secondly, dismantling a connecting bolt on a pipe piece at the opening of the connecting channel, welding lifting lugs at the pipe piece at the opening and the middle part of the pipe piece at the opposite side of the opening, and welding hanging rings at the upper part of the pipe piece at the opening and the top of the opening ring; finally, installing a chain block and placing a swinging rope, wherein the chain block is hung on a steel wire rope, two ends of the steel wire rope are respectively connected with a lifting lug on a pipe piece at the position of the opening and a lifting lug on the pipe piece at the opposite side of the opening, and the placing rope is connected with a lifting ring of the pipe piece at the position of the opening and a lifting ring at the top of the opening ring.
Through adopting above-mentioned technical scheme, pull out the section of jurisdiction through chain block, the pull-out rate of section of jurisdiction is convenient for control, is convenient for observe the removal condition of section of jurisdiction, and put pendulum rope and be used for preventing that the section of jurisdiction from demolishing the back and taking place the swing injury people.
Preferably, grouting pipes for grouting the annular advance small guide pipe are drilled alternately every 20cm, and grouting holes are provided with grouting stopping sheets; the annular advanced small guide pipe adopts a back-off type sectional grouting process to perform grouting operation, and the back-off type sectional grouting process comprises the following steps: connecting a core pipe with a slurry stopping plug with a top pipe, inserting the core pipe into a corresponding position of a grouting pipe, and rotating a flange plate on the core pipe clockwise to expand the slurry stopping plug so as to achieve a slurry stopping effect; and (3) connecting a grouting pipeline, grouting into the hole by adopting a grouting pump, wherein the length of each grouting section is selected to be 0.6m, then rotating a flange plate on the core pipe in a counter-clockwise manner to restore the grouting plug to the original state, backing the core pipe by 0.6m, and performing second section grouting, so that the whole grouting section is completed.
By adopting the technical scheme, through the back type sectional grouting process, the grouting pressure of each part of the grouting pipe can be kept basically the same, the grouting pressure attenuation is reduced, the grouting effect in the deep part of the grouting pipe is reduced, and the grouting effect of the annular advanced small guide pipe is improved.
Preferably, grouting by arranging a small annular advance duct inwards at the hole opening in two stages, firstly driving the small annular advance duct into soil body of the transition section in the first stage, then introducing a heating rod into the small annular advance duct, vacuumizing the small annular advance duct by using a vacuum pump, and starting the heating rod to heat the soil body of the transition section so as to harden the soil body of the transition section; and (3) after the soil body of the transition section is hardened into blocks, performing a second stage, and driving the annular advance small guide pipe to a set depth in the second stage.
By adopting the technical scheme, in the process of grouting by the annular advance small guide pipe, the soil body of the transition section is heated, so that the soil body of the transition section is hardened into blocks and is not easy to collapse, the collapse risk of the transition section is reduced, the temporary support setting density of the transition section is reduced, and the cost is reduced.
In summary, the application at least comprises the following beneficial technical effects: the temporary support and the longitudinal tensioning device can keep the stability of the split ring and reduce the deformation and displacement of the split ring, so that the split ring is kept stable for supporting soil; by setting the transition section, a certain amount of soil is reserved at the opening of the connecting channel, so that the collapse condition of the soil can be reduced, and the transition to the design contour line of the connecting channel is gradually raised and transited by the set anti-picking angle, so that the rest soil of the transition section has an anti-picking angle and is not easy to collapse; and the reverse leading small duct grouting is arranged in the direction from the tail end of the transition section to the opening of the connecting channel, after the soil body above the transition section is reinforced, the residual soil body of the transition section is excavated, the collapse probability in the process of excavating the residual soil body of the transition section is small, and the reverse leading small duct grouting can not damage the segment reserved in the tunnel, so that the structure of the tunnel is kept relatively intact.
Drawings
Fig. 1 is a construction schematic diagram of a construction method of a shield tunnel connection channel according to an embodiment of the present application.
Fig. 2 is a schematic construction view of the segment removal according to an embodiment of the present application.
Reference numerals illustrate:
1. A tunnel; 2. a communication channel; 3. temporarily supporting; 31. a frame; 32. a jack; 4. a segment; 5. temporary support; 6. a reverse lead catheter; 7. a circumferential lead catheter; 8. primary support; 9. a longitudinal span plate; 10. a sling; 11. chain block; 12. placing a swinging rope; 13. lifting lugs; 14. and (5) hanging rings.
Detailed Description
The application is described in further detail below with reference to fig. 1-2.
The embodiment of the application discloses a construction method of a shield tunnel connection channel.
Referring to fig. 1, the construction method of the shield tunnel connection channel comprises the following steps:
S1, erecting a temporary support 3 at the opening of a communication channel 2, wherein the temporary support 3 comprises a plurality of groups of frames 31 and jacks 32, the groups of frames 31 are respectively supported on an open ring and adjacent rings at the front end and the rear end of the open ring, the open ring refers to a ring segment 4 where an opening of the designed communication channel 2 is positioned, and the adjacent rings at the front end and the rear end of the open ring refer to segments 4 connecting the front end and the rear end of the open ring. In order to avoid that the machining deviation of the frame 31 is not attached to the inner wall of the forming tunnel 1, a rubber gasket with the thickness not exceeding 3mm is arranged between the contact points of the frame 31 and the inner wall of the forming tunnel 1. The multiple groups of frames 31 are fixedly connected with each other by adopting section steel along the axial direction of the tunnel 1, so that the multiple groups of frames 31 are connected into an integral stress structure. The jack 32 is provided with a plurality of, and a plurality of jacks 32 are respectively arranged on two sides of the frame 31, and two ends of each jack 32 are respectively connected with the pipe piece 4 and the frame 31 and apply prestress to the frame 31, the jacks 32 are fixedly connected with the frame 31, and the prestress applied by a single jack 32 is not more than 100kN.
S2, fixedly connecting the split ring and the adjacent rings by using a longitudinal tensioning device, wherein the longitudinal tensioning device comprises two steel plates, a duct piece 4 bolt and a connecting piece, the two steel plates are welded on the duct piece 4 of the split ring and the adjacent rings respectively, the connecting piece is made of steel plate strips, two ends of the steel plate strips are bent to be matched with the two steel plates, and the connecting piece is fixedly connected with the two steel plates through the duct piece 4 bolt. Then, a horizontal exploratory hole is drilled into the designed connecting channel 2, the depth is 3m, underground water and geological conditions are observed, and if the water yield of the hole is found to be large, grouting water stop is carried out in the hole opening range. In addition, gas detection is needed to confirm whether toxic and harmful gases exist in the stratum; if toxic and harmful gas exists, operators quickly evacuate to strengthen ventilation of the tunnel 1, the next construction can be carried out after the gas detection is qualified, and the gas detection work is strengthened in the subsequent construction process.
S3, after the stratum stability is confirmed and the pipe piece 4 is provided with the longitudinal tensioning device, cutting the pipe piece 4 along the edge of the hole of the communication channel 2, cutting the pipe piece 4 of the hole of the communication channel 2 from surrounding pipe pieces 4, removing the pipe piece 4 at the hole of the communication channel 2, and spraying concrete to the tunnel face for blocking. After the duct piece 4 at the opening of the connecting channel 2 is removed, the monitoring of the split ring is enhanced, the supporting force of the temporary support 3 is timely adjusted according to the monitoring data, and if necessary, the supporting measures are taken. Because of a plurality of unpredictable factors in underground construction, accidents such as unstable stratum, collapse, water burst, sand burst and the like easily occur in the soil body excavation process, and if no effective emergency precaution measures are available, the situation can be worsened, the safety of constructors and the safety of the tunnel 1 structure are greatly risked, and even accidents such as casualties and tunnel 1 damage can be caused. Therefore, after the face is sprayed with concrete for blocking, a forced sealing emergency door is installed, the door is closed by walking in the construction process, special people are required to visit each day, sundries at the door gap of the emergency door are cleaned, and the emergency door is closed and unobstructed when dangerous situations occur.
S4, because the reserved outline of the tunnel portal is smaller than the outline of the excavation of the actual connecting channel 2, a two-meter-long transition section is arranged at the opening of the connecting channel 2, the transition section adopts reverse-picking construction, the transition section is gradually lifted up and transits to the design outline of the connecting channel 2 at a reverse-picking angle of 45 degrees, and a circular advance small guide pipe 7 is arranged inwards from the opening of the connecting channel 2 at an angle larger than the reverse-picking angle before reverse-picking construction for grouting. The annular advance small guide pipe 7 is arranged in the range of 150 degrees of the arch part, wherein L=3.5m, and the annular longitudinal spacing is 0.3 x 1.5m. Grouting the annular advance small guide pipe 7 is carried out in two stages, firstly, the annular advance small guide pipe 7 is driven into soil body of a transition section in the first stage, then a heating rod is introduced into the annular advance small guide pipe 7, the annular advance small guide pipe 7 is vacuumized by using a vacuum pump, and the heating rod is started to heat the soil body of the transition section, so that the soil body of the transition section is hardened into blocks; and after the soil body of the transition section is hardened into blocks, performing a second stage, and driving the annular advance small guide pipe 7 to a set depth in the second stage. Temporary supports 5 are erected on the transition section in the reverse construction process. The grouting pipes grouting the small annular advance guide pipes 7 are drilled alternately every 20cm, the grouting holes are provided with grouting stopping sheets, the grouting stopping sheets adopt iron sheets with the thickness of 0.2mm, and the grouting stopping sheets prevent mud, water and slurry from penetrating into the pipes along pipe orifices when the grouting pipes are installed and grouting is carried out on other pipes. After the annular advance small guide pipes 7 are completely distributed, grouting operation is started by adopting a backward type sectional grouting process. The backward type sectional grouting process comprises the following steps: the core pipe with the slurry stopping plug is connected with the top pipe and then inserted into the corresponding position of the grouting pipe, and the flange on the core pipe is rotated clockwise to expand the slurry stopping plug so as to achieve the slurry stopping effect. And (3) connecting a grouting pipeline, grouting into the hole by adopting a grouting pump, wherein the length of each grouting section is selected to be 0.6m, then rotating a flange plate on the core pipe in a counter-clockwise manner to restore the grouting plug to the original state, backing the core pipe by 0.6m, and performing second section grouting, so that the whole grouting section is completed. The grouting slurry of the annular advance small guide pipe 7 adopts 42.5-grade ordinary silicate cement slurry, the water-cement ratio is 0.5-1.0, and the dosage of cement, water and retarder required is calculated according to the water-cement ratio and retarder dosage according to the volume of the pre-prepared cement slurry. According to the dosage, firstly, adding water and retarder into a container, stirring strongly, adding cement after the retarder is fully dissolved, stirring strongly, and mixing uniformly.
S5, excavating the connecting channel 2 by adopting a step method, wherein the height of an upper step is 2.15m, the excavation length of the upper step is 3.5-5 m, and during excavation, hard rock is broken by adopting a breaking hammer and earth is removed by adopting an excavator. The excavation footage is 0.75m per cycle, the primary support 8 operation is immediately carried out after each excavation is completed, the lower half section is immediately followed in time, and the ring is timely closed. The annular core soil is reserved for excavation, the annular arch part of the upper step is firstly excavated, the core soil is excavated after the primary support 8 structure is timely constructed, the gradient of the core soil is reserved, and no counter slope is obtained. The excavation section should be strictly controlled according to the design size, and the excavation is not needed. In the excavation process, when the structure of the primary support 8 is basically stable and the sprayed concrete reaches more than 85% of the design strength, the next working procedure construction can be performed. The primary support 8 adopts a steel arch frame, sprayed concrete with the thickness of 300mm, connecting ribs with the thickness of phi 22mm and reinforcing steel bar meshes with the thickness of phi 8mm, and the distance between the steel arch frames is 0.75m in each cycle. The sprayed concrete is C25 concrete, and is constructed by a wet spraying method, and the thickness of the sprayed concrete is 300mm; the reinforcing mesh is arranged in a double layer on the inner side and the outer side according to phi 8@200×200; the steel arch adopts a 22 steel arch with a longitudinal spacing of 0.75m. After the steel arch is installed, two pin locking anchor pipes are respectively arranged at the arch feet of each part, the length of each pin locking anchor pipe is 3m, the diameter is phi 42, the angle of the pin locking anchor pipe is 45 degrees+/-10 degrees obliquely downwards, and the maximum distance between the pin locking anchor pipes and the unit connecting plate is 500mm. After the foot locking anchor pipe is arranged, cement paste is needed to be filled tightly, the water cement ratio is 1:1, and the grouting pressure is 0.5MPa; the length and the bent angle of the auxiliary L-shaped or U-shaped steel bar can be finely adjusted according to the site condition, but all welding seams are continuously compact, and spot welding is not needed.
S6, after the connecting channel 2 is excavated to be communicated and the support is completed, a reverse leading small guide pipe 6 is arranged from the tail end of the transition section to the direction of the opening of the connecting channel 2 for grouting, and then the temporary support 5 is gradually removed from inside to outside and the rest soil body of the transition section is reversely excavated. And in the process of excavating the residual soil body of the transition section, carrying out primary support 8 on the arching line of the excavated transition section in time and spraying concrete.
When the primary support 8 of the connecting channel 2 is constructed, phi 22 mortar anchor rods are arranged on the side walls, L=3.0m, the annular longitudinal spacing is 1.5 x 1.50, and the quincuncial type anchor rods are arranged. Specific: an anchor hole is drilled on the side wall, grouting is carried out on mortar in the anchor hole by adopting a grouting pipe and a grouting pipe, and after grouting is finished, the orifice of the anchor hole is plugged by cement paper; after the head of the anchor rod is positioned at the orifice of the anchor hole, the cement paper for blocking the orifice is lifted, and then the rod body is inserted into the anchor hole and is installed in place; if no cement mortar overflows from the orifice, the rod body is pulled out for grouting again, and then the anchor rod is installed again. The primary support 8 of the communication channel 2 comprises a steel arch which is firmly welded to the anchor rods by means of steel bars.
After the anchor rod near the end of the transition section is completed, a vertical plate 9 is installed at the lower part of the hole, two ends of the vertical plate 9 are respectively arranged in the tunnel 1 and the connecting channel 2, one end of the vertical plate 9 is fixedly connected to the duct piece 4 opposite to the hole, the other end of the vertical plate 9 is supported on the ground of the connecting channel 2, a backing plate can be arranged between the vertical plate 9 and the ground or a concrete bearing platform can be applied for supporting stability, and then a slope is formed by using soil body to enable the vehicle to go up and down the vertical plate 9. The two sides of the vertical plate 9 are respectively connected with the temporary support 3 and the anchor rods of the connecting channel 2 through slings 10, the stress of the vertical plate 9 is transferred to the temporary support 3 and the anchor rods, the load of the vertical plate 9 is improved, and gaps are reserved between the vertical plate 9 and the duct pieces 4 around the hole. The vertical plate 9 is not contacted with the duct piece 4 around the hole, and in the soil body transportation process, acting force can not be directly applied to the duct piece 4 around the hole, so that the stability of the soil body around the hole is maintained, the collapse of the soil body at the hole is reduced, and the soil body transportation of the connecting channel 2 is facilitated.
Referring to fig. 2, the method for removing the duct piece 4 at the opening of the connecting channel 2 is as follows: first, the connection bolts on the segment 4 around the opening of the communication channel 2 are tightened again. Secondly, the connecting bolts on the duct piece 4 at the opening of the connecting channel 2 are removed, lifting lugs 13 are welded at the duct piece 4 at the opening and the middle part of the duct piece 4 at the opposite side of the opening, and hanging rings 14 are welded at the upper part of the duct piece 4 at the opening and the top part of the opening ring. Finally, a chain block 11 and a swinging rope 12 are installed, the chain block 11 is hung on a steel wire rope with the diameter of 20mm, two ends of the steel wire rope are respectively connected with a lifting lug 13 on the pipe piece 4 at the position of the opening and a lifting lug 13 on the pipe piece 4 at the opposite side of the opening, and the swinging rope 12 is connected with a lifting ring 14 of the pipe piece 4 at the position of the opening and a lifting ring 14 at the top of the opening ring. When the chain block 11 is pulled, the speed is not more than one meter per hour, one person is arranged to observe the movement condition of the pipe piece 4 on the side surface of the removed pipe piece 4, the other person pulls the chain block 11, meanwhile, the stress condition of each connecting component such as a steel wire rope, the chain block 11, a pipe piece 4 hoisting head and the like is noted, the operation is stopped immediately after abnormality is found, the pulled chain block 11 is loosened, and the stress of the pipe piece 4 is reduced. In order to provide construction safety, other personnel in the process of removing the pipe piece 4 cannot get close to the operation area, and the preparation of closing the face at any time is made. If the duct piece 4 is difficult to pull, the duct piece 4 can be cut into a plurality of pieces first, and then the duct piece 4 is removed piece by piece.
The second lining support of the connecting channel 2 adopts a reinforced concrete structure with the thickness of 400mm, the circumferential main reinforcement adopts a reinforcing steel bar with the thickness of phi 22mm, the longitudinal reinforcing steel bar adopts a reinforcing steel bar with the thickness of phi 16mm, the internal connecting reinforcement adopts a reinforcing steel bar with the thickness of phi 10mm, the concrete mark is C35P10, and the thickness of the main reinforcement protective layer is 35mm. The door opening ring beam adopts C35 waterproof reinforced concrete, and the impervious label is P10. And after the secondary lining of the connecting channel 2 is completed, the back filling grouting is carried out on the backs of all the secondary lining through phi 42 small guide pipes which are buried in advance in the vault, the side wall and the bottom plate respectively so as to fill the gaps possibly existing between the primary support 8 and the secondary lining, reduce stratum looseness and earth surface subsidence to the greatest extent and enhance the waterproof effect. The outer end of the grouting pipe is exposed out of the surface of the secondary lining by 100mm. The cotton yarn is used for blocking and protecting, a grouting pump is used for grouting, the slurry material is cement paste, the water-cement ratio is 0.5-1.0, and the grouting pressure is 0.3-0.5 MPa. And after grouting is finished, the exposed part of the catheter is cut off and blocked, so that the appearance quality is ensured.
The implementation principle of the shield tunnel connection channel construction method of the embodiment of the application is as follows: by setting the transition section, a certain amount of soil body is reserved at the opening of the connecting channel 2, so that the collapse condition of the soil body can be reduced, and the transition to the design contour line of the connecting channel 2 is gradually raised by the set anti-lifting angle, so that the rest soil body of the transition section has an anti-lifting angle and is not easy to collapse. And a reverse leading small duct 6 is arranged in the direction from the tail end of the transition section to the opening of the connecting channel 2 for grouting, after the soil body above the transition section is reinforced, the residual soil body of the transition section is excavated, the collapse probability in the process of excavating the residual soil body of the transition section is small, and the reverse leading small duct 6 grouting can not damage the duct piece 4 reserved in the tunnel 1, so that the structure of the tunnel 1 is kept relatively intact.
The above embodiments are not intended to limit the scope of the present application, so: all equivalent changes in structure, shape and principle of the application should be covered in the scope of protection of the application.
Claims (7)
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| CN102619522A (en) * | 2012-03-20 | 2012-08-01 | 天津城建隧道股份有限公司 | Construction method for subway contact passage |
| CN112502734B (en) * | 2020-11-30 | 2023-04-25 | 中铁二十局集团有限公司 | Construction method for water-rich sand layer shield zone connecting channel |
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| 城市地铁盾构联络通道施工技术研究;任程灏;城市地铁盾构联络通道施工技术研究;20180810;第2章，图1-5 * |
| 铁路大直径盾构隧道联络通道施工技术;万自强;科技与创新;20190625;说明书第3段 * |
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