CN112983500B - Sealing water-stopping structure applied to shield tunnel receiving tunnel portal in high-water-pressure unconsolidated formation and construction method - Google Patents
Sealing water-stopping structure applied to shield tunnel receiving tunnel portal in high-water-pressure unconsolidated formation and construction method Download PDFInfo
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- CN112983500B CN112983500B CN202110240185.3A CN202110240185A CN112983500B CN 112983500 B CN112983500 B CN 112983500B CN 202110240185 A CN202110240185 A CN 202110240185A CN 112983500 B CN112983500 B CN 112983500B
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 238000007789 sealing Methods 0.000 title claims abstract description 19
- 230000015572 biosynthetic process Effects 0.000 title claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 85
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 66
- 239000010959 steel Substances 0.000 claims abstract description 66
- 230000006835 compression Effects 0.000 claims abstract description 42
- 238000007906 compression Methods 0.000 claims abstract description 42
- 239000004567 concrete Substances 0.000 claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 17
- 238000000034 method Methods 0.000 claims description 32
- 239000000463 material Substances 0.000 claims description 8
- 239000002002 slurry Substances 0.000 claims description 8
- 238000005056 compaction Methods 0.000 claims description 6
- 230000001360 synchronised effect Effects 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 5
- 239000004744 fabric Substances 0.000 claims description 4
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 239000002184 metal Substances 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 230000000712 assembly Effects 0.000 claims description 2
- 238000000429 assembly Methods 0.000 claims description 2
- 238000012360 testing method Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 abstract description 9
- 230000002787 reinforcement Effects 0.000 description 19
- 230000008014 freezing Effects 0.000 description 4
- 238000007710 freezing Methods 0.000 description 4
- 239000000853 adhesive Substances 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000001556 precipitation Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000977 initiatory effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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Abstract
The invention discloses a sealing water-stopping structure applied to a shield tunnel receiving tunnel portal in a high water pressure unconsolidated formation and a construction method, wherein the water-stopping structure is arranged in an annular space between a steel pipe sheet and a tunnel portal overhanging ring beam and comprises a bottom plate, an inner side fixing ring, an outer side fixing ring, an annular tightening pull rope and a stress application compression screw rod, the outer side fixing ring is embedded in the tunnel portal overhanging ring beam, and the inner side fixing ring is fixed on the bottom plate; the annular tightening steel cable alternately penetrates between the inner fixing ring and the outer fixing ring; and a stress application compression screw is arranged on the outward extending ring beam of the tunnel door. According to the invention, the steel cable, the stress application screw and the bottom plate structure are arranged between the tunnel portal ring beam and the steel pipe sheet, a space steel cable net is formed between the tunnel portal ring beam and the special steel pipe sheet after the shield is received through the telescopic deformation of the structure, and the permanent resistance to the water and soil pressure outside the tunnel portal is realized through injecting concrete, so that a stratum reinforcing measure of a receiving end of the shield is avoided, the construction cost is reduced, and the influence on the surrounding environment is reduced.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a sealing and water-stopping structure and a construction method which are correspondingly applied to a receiving tunnel portal of a shield tunnel in a high-water-pressure unconsolidated stratum.
Background
With the rapid development of tunnel engineering construction of urban subway tunnels, cross-river and sea traffic tunnels, water conservancy and hydropower tunnels, municipal public tunnels and the like, more and more tunnels need to pass through rivers, lakes and seas, and the initiation and the reception in high-water-pressure deep loose sandy soil strata cannot be avoided. The shield tunnel entrance and exit construction technology relates to the design of a working well seal door, the reinforcement of soil outside the seal door, the performance of a shield machine, the precision of a guide system and the like, is a difficult problem of shield tunnel construction, and is a key process of shield tunnel construction for ensuring that the shield machine smoothly enters and exits a tunnel and simultaneously preventing accidents such as collapse and the like. The reinforcement of the soil body at the end of the shield tunnel is an important component in the shield tunnel entrance and exit construction technology, and the success or failure of the reinforcement of the end directly relates to the safe starting or arrival of the shield machine. Therefore, the reasonable selection of the reinforcing mode of the soil body at the end of the shield tunnel is a key link for ensuring the smooth construction of the shield tunnel. The commonly used reinforcing method includes a high-pressure jet grouting method, a deep stirring method, an SMW construction method, an artificial freezing method, a grouting method, a plain concrete cast-in-place pile method, a dewatering method, a steel sleeve sealing method and the like. The soil body reinforcement of the end of the shield tunnel can adopt a construction method or a combination of multiple construction methods, and mainly depends on multiple factors such as geological conditions, underground water, shield diameter, surrounding environment and the like.
For shield tunnel engineering crossing rivers and sea areas, the shield tunnel is often difficult to initiate and receive in soft strata such as high water pressure environment and sandy soil, and the environment combination has the characteristics of large permeability coefficient, high underground water pressure, poor stratum bearing capacity and the like. In order to ensure the operation safety, the soil layer outside the tunnel portal in a large range needs to be improved and reinforced, so that the tunnel portal has certain water stopping performance, the influence of high water head pressure is reduced, and the safety of the large-diameter shield and the stability of the tunnel face when the tunnel portal is broken are ensured.
As the reinforcing effect of various stratum reinforcing methods in the current engineering field in high-water-pressure sandy soil layers is uncertain, particularly, cement doped in the environment with flowing water in underground water is easy to take away, and a reinforcing body cannot be normally consolidated to form a weak zone, so that the phenomenon of water inrush and sand inrush is caused when a tunnel portal is broken. In addition, the existence of the shield tail gap can cause the generation of an underground water communication channel inevitably. Therefore, the development in the field of shield tunnel engineering needs a shield tunnel receiving portal sealing water-stop structure in a high-water-pressure loose sandy soil stratum, which can solve the contradiction.
Disclosure of Invention
The invention aims to solve the technical problem of the prior art, and provides a sealing water-stopping structure and a construction method applied to a shield tunnel receiving gate of a high-water-pressure stratum, wherein a flexible steel cable + stressing screw + bottom plate structure is arranged between a portal ring beam and a special steel pipe sheet, after the shield is received, a space steel cable net is formed in an annular space between the portal ring beam and the special steel pipe sheet through the telescopic deformation of the structure, cement mortar is injected into the annular space through an embedded grouting pipe, the cement mortar is combined with the space steel cable net to form a steel cable concrete ring beam structure, the purpose of permanently resisting the water and soil pressure outside a portal is realized, then the reinforcement measures of the shield receiving end are simplified, the pertinence and the effectiveness of the reinforcement measures of the end are improved, the construction cost of the end reinforcement project is reduced, and the influence on the surrounding environment is reduced.
In order to solve the technical problems, the invention adopts the following technical scheme: the utility model provides a be applied to loose stratum shield tunnel of high water pressure and receive sealed stagnant water structure of portal which characterized in that: the water stopping structure is a concrete water stopping structure and is arranged in an annular space between the steel pipe sheet and the externally extending annular beam of the tunnel door;
the water stopping structure comprises a bottom plate, an inner side fixing ring, an outer side fixing ring, a circumferential tightening pull rope and a stress application compression screw rod, wherein the outer side fixing ring is pre-embedded in an outward extending ring beam of the tunnel door, and the inner side fixing ring is fixed on the bottom plate;
the annular tightening guy cable sequentially and alternately penetrates through the inner fixing ring and the outer fixing ring and finally penetrates through an annular space between the whole portal overhanging ring beam and the steel pipe sheet to form a space guy cable net;
a movable stress application compression screw is arranged on the outward extending ring beam of the tunnel door, and the inner side end of the stress application compression screw is propped against the bottom plate; the inner side end of the stressing compression screw is pressed against the bottom plate by moving the stressing compression screw, the bottom plate is pushed towards the steel pipe sheet to move, concrete is injected when the bottom plate is tightly attached to the outer wall of the steel pipe sheet, and the concrete water stop structure is poured by the concrete and the unfolded space inhaul cable net.
Furthermore, a plurality of bolt holes are formed in the outward extending ring beam of the tunnel door, each bolt hole corresponds to one stress application compression screw, each stress application compression screw is inserted into each bolt hole from outside to inside in a rotating mode to form a rotatable structure, and the bottom plate is enabled to be pushed towards the steel pipe sheet by rotating the stress application compression screws.
Furthermore, the bottom plate is made of metal plates, a plurality of bottom plates are spliced into a whole, and all the bottom plates are sequentially arranged on the inner side of the tunnel portal overhanging ring beam to form a structure parallel to the inner wall of the tunnel portal overhanging ring beam.
Furthermore, two pre-buried grouting pipes are annularly arranged on the inner sides of the bottom plate and the overhanging ring beam of the tunnel door along the inner wall of the bottom plate and the overhanging ring beam of the tunnel door respectively, and concrete is poured into a space where the space inhaul cable net is located through the pre-buried grouting pipes.
Furthermore, a front water stop curtain board assembly and a rear water stop curtain board assembly are arranged on the inner side of the outward extending ring beam of the tunnel door and the main structure of the tunnel door to form a closed structure for the annular space, the water stop curtain board assemblies extend to the outer surface of the steel pipe sheet, and the space inhaul cable net and the poured concrete are located between the front water stop curtain board assembly and the rear water stop curtain board assembly.
Furthermore, the bottom plate, the inner fixing ring and the outer fixing ring are made of steel materials, and the inner fixing ring is welded and fixed on the bottom plate. Of course, the bottom plate, the inner fixing ring and the outer fixing ring are not limited to steel materials, and any rigid material can be used as long as the rigid material meets the application requirements.
Furthermore, the circumferential tightening inhaul cables are steel wire cables, and the criss-cross circumferential tightening inhaul cables form a spatial steel wire mesh. Of course, the circumferential tightening guy cable is not limited to a steel wire cable, and can be a cable-shaped object which is a flexible telescopic rope, can meet the requirements of telescopic deformation and has better adhesive force with concrete.
The utility model provides a construction method that is applied to high water pressure unconsolidated formation shield tunnel and receives sealed stagnant water structure of portal which characterized in that: constructing the sealing water-stopping structure before the shield machine reaches the end of the receiving tunnel portal under the shield receiving working condition in the high-water-pressure loose sandy soil stratum; the construction process comprises the following steps:
firstly, pouring an overhanging ring beam of a tunnel door, presetting an outer fixing ring, a stress application compression screw bolt hole, a water stop curtain cloth plate steel plate, an annular tightening stay cable stretching hole and a pre-buried grouting pipe hole before pouring, and welding and fixing an inner fixing ring on a bottom plate;
secondly, after the tunnel portal overhanging ring beam is manufactured, installing an embedded grouting pipe embedded on the tunnel portal overhanging ring beam through an embedded grouting pipe hole, sequentially arranging a bottom plate at the inner side design position of the circle center of the tunnel portal overhanging ring beam, and sequentially and alternately penetrating an annular tightening pull rope in an inner side fixing ring and an outer side fixing ring;
thirdly, after the annular tightening stay cables are inserted, installing pre-buried grouting pipes on the bottom plate, tensioning the annular tightening stay cables by applying tension to the annular tightening stay cables, enabling the bottom plate to move towards the direction of the externally extending ring beam of the portal, stopping tensioning the annular tightening stay cables when the bottom plate moves to be level with the reserved portal of the main body structure, and enabling the stressing compression screw to penetrate through one end of a stressing compression screw bolt hole pre-buried in the externally extending ring beam of the portal and prop against the bottom plate;
fourthly, after the shield tunneling machine penetrates through the end of the tunnel portal and the steel pipe sheet at the position of the tunnel portal is assembled, firstly, the annular tightening stay rope is loosened, and then the stressing compression screw rod is rotated to transmit the jacking force to the bottom plate so as to push the bottom plate to move towards the side of the steel pipe sheet;
fifthly, stopping rotating the stressing compression screw when the bottom plate is tightly attached to the outer wall of the steel pipe sheet;
sixthly, cement mortar is injected into the interior through an embedded grouting pipe reserved on the outer side, and whether the slurry leaks or not and whether the grouting pressure can be maintained or not are checked in the injection process; and finally, controlling whether the stop requirement is met or not through the grouting amount and the grouting pressure, and then stopping grouting.
Further, when the base plates are pushed by the stressing compaction screws to move towards the steel pipe pieces, all the stressing compaction screws are synchronously rotated to enable all the base plates to synchronously move towards the steel pipe pieces.
Further, after the strength of the injected grout meets the requirement, water pressure is applied to shield tail synchronous grouting equipment to check the compactness and the water stopping effect of the water stopping structure of the tunnel portal; if the pressure of the synchronous grouting slurry rises and does not diffuse, the water stopping structure is proved to be effective, and shield dismantling work can be carried out.
The invention has the following beneficial effects: first, the engineering quantity of end reinforcement measures is reduced, and the reinforcement cost can be obviously reduced. For reinforcing the receiving end of the shield tunnel in a high-water-pressure deep-sandy soil stratum, the common measure in the current engineering is to adopt a method of combining plain concrete wall, stirring pile or jet grouting pile stratum reinforcement, a freezing method, dewatering well, steel sleeve and the like to realize shield receiving. The reason is that only one or two reinforcement modes are adopted to hardly ensure that the reinforcement effect meets the requirements, so a conservative design combining multiple measures is often adopted in the actual engineering construction, so that the defects of multiple measures, complex working procedures, low pertinence, large engineering quantity, high cost and the like are caused, the reinforcement effect is difficult to control in the actual construction process, and the freezing pipe needs to be manually cut after being frozen by a freezing method, so that the construction risk is increased. By adopting the tunnel portal water stop structure and the method, the construction amount is obviously reduced directly aiming at the most dangerous link and the weakest position in the shield receiving, the construction process is greatly simplified, and the reinforcing cost can be obviously reduced;
secondly, not only can satisfy and receive interim operating mode, but also can regard as permanent stagnant water structure. The shield end reinforcement is carried out by adopting conventional measures in a high-water-pressure deep sandy soil stratum, and the shield end reinforcement only considers the water burst and sand gushing risk of a tunnel portal in the shield body dismantling process, so that the water stop of the tunnel portal in the construction stage can be only met, and a circle of post-cast ring beam is required to be made on the tunnel portal in the later stage to serve as a permanent water stop structure of the tunnel portal. The invention can meet two requirements of end reinforcement and permanent tunnel portal water stop structure in the shield receiving construction process by combining the tunnel portal overhanging ring beam and the end reinforcement measure, so that the shield receiving end reinforcement is more efficient and comprehensive, and the engineering quantity and the construction cost are further reduced;
and the third reinforcement measure is obviously visible and is more friendly to the surrounding environment. The shield end is reinforced in the high-water-pressure deep sandy soil stratum by adopting conventional measures, and the shield end has great influence on the surrounding environment in the construction process. For example, by adopting the measures of plain concrete walls and precipitation wells, underground hydraulic connection at the place can be cut off, high-strength precipitation in the construction process has great influence on underground water level, and surrounding buildings can be settled and cracked. The tunnel portal water-stopping structure and the tunnel portal water-stopping method can maintain the original place environment to the maximum extent, almost have no influence on the original place and underground water, and have more obvious reinforcing effect aiming at the most dangerous links and the weakest positions in shield receiving.
Drawings
FIG. 1 is a schematic longitudinal section of the present invention (including a receiving doorway and a shield machine);
FIG. 2 is a cross-sectional view A-A of FIG. 1;
FIG. 3 is an enlarged view of a portion of FIG. 2;
FIG. 4 is a cross-sectional view C-C of FIG. 3;
fig. 5 is a sectional view B-B of fig. 3 or 4.
In the figure, 1 is a bottom plate, 2 is an inner fixing ring, 3 is an outer fixing ring, 4 is a circumferential tightening stay rope, 5 is a space stay rope net, 6 is a stress application compression screw, 7 is a pre-embedded grouting pipe, 8 is a water curtain cloth plate assembly, 9 is a hole door overhanging ring beam, and 10 is a steel pipe sheet.
Detailed Description
The invention is further illustrated by the following specific embodiments in conjunction with the accompanying drawings:
in this embodiment, referring to fig. 1 to 5, the sealing water-stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation is a concrete water-stopping structure, and is arranged in an annular space between a (special) steel pipe piece 10 and a tunnel portal overhanging ring beam 9, and the annular space, the tunnel portal overhanging ring beam 9 and the steel pipe piece 10 are all structures of the shield tunnel itself, and the specific forming process thereof is not described herein;
the water stopping structure comprises a bottom plate 1, an inner side fixing ring 2, an outer side fixing ring 3, a circumferential tightening pull rope 4 and a stress application compression screw 6, wherein the outer side fixing ring 3 is embedded in an outward extending ring beam 9 of the tunnel door, and the inner side fixing ring 2 is fixed on the bottom plate 1;
the annular tightening guy cables 4 sequentially and alternately penetrate through the inner fixing ring 2 and the outer fixing ring 3 and finally penetrate through an annular space between the whole portal overhanging ring beam 9 and the steel pipe sheet 10 to form a space guy cable net 5;
a movable stressing compression screw 6 is arranged on the tunnel door overhanging ring beam 9, and the inner side end of the stressing compression screw 6 is propped against the bottom plate 1; the inner side end of the stressing compression screw 6 is pressed against the bottom plate 1 by moving the stressing compression screw, the bottom plate 1 is pressed against the steel pipe sheet 10, concrete is injected when the bottom plate 1 is tightly attached to the outer wall of the steel pipe sheet 10, and the reinforced concrete water stop structure is poured by the concrete and the unfolded space inhaul cable net 5.
A plurality of bolt holes are formed in the externally extending ring beam 9 of the tunnel door, each bolt hole corresponds to one stress application compression screw 6, each stress application compression screw 6 is inserted into the bolt hole from outside to inside in a rotating mode to form a rotatable structure, and the stress application compression screws 6 are rotated to enable the bottom plate 1 to be pushed towards the steel pipe piece 10.
The bottom plate 1 is made of metal plates, a plurality of bottom plates are spliced into a whole, and each bottom plate 1 is sequentially arranged on the inner side of the portal overhanging ring beam 9 to form a structure parallel to the inner wall of the portal overhanging ring beam 9.
Two pre-buried grouting pipes 7 are annularly arranged on the inner sides of the bottom plate 1 and the hole door overhanging ring beam 9 along the inner wall of the hole door overhanging ring beam, and concrete is poured into a space where the space inhaul cable net 5 is located through the pre-buried grouting pipes 7.
The inner side of the outward extending ring beam 9 of the tunnel door and the main structure of the tunnel door are provided with a front water stop curtain board assembly 8 and a rear water stop curtain board assembly 8 to form a closed structure for the annular space, the water stop curtain board assembly 8 extends to the outer surface of the steel pipe sheet 10, and the space inhaul cable net 5 and the poured concrete are located between the front water stop curtain board assembly 8 and the rear water stop curtain board assembly 8.
The bottom plate 1, the inner side fixing ring 2 and the outer side fixing ring 3 are all made of steel materials, and the inner side fixing ring 2 is welded and fixed on the bottom plate 1. Of course, the bottom plate 1, the inner fixing ring 2 and the outer fixing ring 3 are not limited to steel materials, and may be made of rigid materials meeting application requirements.
The circumferential tightening guy cables 4 are steel wire cables, and spatial steel wire meshes are formed by the circumferential tightening guy cables 4 which are criss-cross. Of course, the circumferential tightening guy 4 is not limited to a steel wire rope, and can be a flexible and stretchable rope, a rope-like object which can meet the requirement of stretching deformation and has good adhesive force with concrete.
The method comprises the following steps of constructing the sealing water-stopping structure before the shield machine reaches the end of a receiving tunnel portal under the shield receiving working condition in the high-water-pressure loose sandy soil stratum, wherein the construction process comprises the following steps:
firstly, pouring an overhanging ring beam 9 of a tunnel door, presetting an outer fixing ring 3, a stress application compression screw bolt hole, a water stop curtain cloth plate steel plate, an annular tightening stay cable stretching hole and a pre-buried grouting pipe hole before pouring, and welding and fixing an inner fixing ring 2 on a bottom plate 1;
secondly, after the tunnel portal overhanging ring beam 9 is manufactured, installing an embedded grouting pipe 7 embedded on the tunnel portal overhanging ring beam 9 through an embedded grouting pipe hole, sequentially arranging the bottom plate 1 at the inner side design position of the circle center of the tunnel portal overhanging ring beam 9, and sequentially and alternately penetrating the annular tightening guy cable 4 in the inner side fixing ring 2 and the outer side fixing ring 3;
thirdly, after the circumferential tightening stay cable 4 is inserted, the embedded grouting pipe 7 on the bottom plate 1 is installed, and the embedded grouting pipe 7 on the installation bottom plate 1 needs to be loose and reserve a large movable space to prevent the embedded grouting pipe 7 from being broken in the moving process of the bottom plate 1. Tensioning the circumferential tightening stay cables 4 to form a spatial steel wire mesh by applying tension to the circumferential tightening stay cables 4, enabling the bottom plate 1 to move towards the portal overhanging ring beam 9, stopping tensioning the circumferential tightening stay cables 4 when the bottom plate 1 moves to be flush with the reserved portal of the main body structure, and enabling the stressing compression screw 6 to penetrate through one end of a stressing compression screw bolt hole pre-embedded in the portal overhanging ring beam 9 and prop against the bottom plate 1;
fourthly, after the shield tunneling machine penetrates through the end of the tunnel portal and the steel pipe piece 10 at the position of the tunnel portal is assembled, firstly, the annular tightening stay rope 4 is loosened, and then the stressing compression screw 6 is rotated to transmit the jacking force to the bottom plate 1, so that the bottom plate 1 is pushed to move towards the side of the steel pipe piece 10;
fifthly, stopping rotating the stressing compression screw 6 when the bottom plate 1 is tightly attached to the outer wall of the steel pipe sheet 10;
sixthly, cement mortar is injected into the interior through the pre-embedded grouting pipe 7 reserved on the outer side, and whether the slurry leaks or not and whether the grouting pressure can be maintained or not are checked in the injection process; and finally, controlling whether the stop requirement is met or not through the grouting amount and the grouting pressure, and then stopping grouting. And (4) checking whether the grout leaks and whether the grouting pressure can be maintained in the injection process.
When the base plates 1 are pushed by the stressing compaction screws 6 to move toward the steel pipe pieces 10, all the stressing compaction screws 6 are synchronously rotated to synchronously move all the base plates 1 toward the steel pipe pieces 10.
After the strength of the injected slurry meets the requirement, applying water pressure on shield tail synchronous grouting equipment to test the compactness and the water stopping effect of the tunnel portal water stopping structure; if the pressure of the synchronous grouting slurry rises and does not diffuse, the water stopping structure is proved to be effective, and shield dismantling work can be carried out.
The present invention has been described in detail, and it should be understood that the detailed description and specific examples, while indicating the preferred embodiment of the invention, are intended for purposes of illustration only and are not intended to limit the scope of the invention.
Claims (10)
1. The utility model provides a be applied to loose stratum shield tunnel of high water pressure and receive sealed stagnant water structure of portal which characterized in that: the water stopping structure is a concrete water stopping structure and is arranged in an annular space between the steel pipe sheet and the externally extending annular beam of the tunnel door;
the water stopping structure comprises a bottom plate, an inner side fixing ring, an outer side fixing ring, a circumferential tightening pull rope and a stress application compression screw rod, wherein the outer side fixing ring is pre-embedded in an outward extending ring beam of the tunnel door, and the inner side fixing ring is fixed on the bottom plate;
the annular tightening guy cable sequentially and alternately penetrates through the inner fixing ring and the outer fixing ring and finally penetrates through an annular space between the whole portal overhanging ring beam and the steel pipe sheet to form a space guy cable net;
a movable stress application compression screw is arranged on the outward extending ring beam of the tunnel door, and the inner side end of the stress application compression screw is propped against the bottom plate; the inner side end of the stressing compression screw is pressed against the bottom plate by moving the stressing compression screw, the bottom plate is pushed towards the steel pipe sheet to move, concrete is injected when the bottom plate is tightly attached to the outer wall of the steel pipe sheet, and the concrete water stop structure is poured by the concrete and the unfolded space inhaul cable net.
2. The sealing and water stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 1, is characterized in that: and a plurality of bolt holes are formed in the outward extending ring beam of the tunnel door, each bolt hole corresponds to one stress application compression screw, each stress application compression screw is inserted into each bolt hole from outside to inside in a rotating mode to form a rotatable structure, and the stress application compression screws are rotated to enable the bottom plate to be pushed towards the steel pipe sheet.
3. The sealing and water stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 1, is characterized in that: the bottom plate is made of metal plates, a plurality of bottom plates are spliced into a whole, and the bottom plates are sequentially arranged on the inner side of the tunnel door overhanging ring beam to form a structure parallel to the inner wall of the tunnel door overhanging ring beam.
4. The sealing and water stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 1, is characterized in that: two pre-buried grouting pipes are respectively arranged on the inner sides of the bottom plate and the overhanging ring beam of the tunnel door along the inner wall of the bottom plate and the overhanging ring beam of the tunnel door in the annular direction, and concrete is poured into the space where the space inhaul cable net is located through the pre-buried grouting pipes.
5. The sealing and water stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 1, is characterized in that: and a front water stop curtain board assembly and a rear water stop curtain board assembly are arranged on the inner side of the outward extending ring beam of the tunnel portal and the main structure of the tunnel portal to form a closed structure for the annular space, the water stop curtain board assemblies extend to the outer surface of the steel pipe sheet, and the space inhaul cable net and the poured concrete are positioned between the front water stop curtain board assembly and the rear water stop curtain board assembly.
6. The sealing and water stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation as claimed in claim 3, is characterized in that: the bottom plate, the inner side fixing ring and the outer side fixing ring are all made of steel materials, and the inner side fixing ring is welded and fixed on the bottom plate.
7. The sealing and water stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 1, is characterized in that: the circumferential tightening guy cables are steel wire cables, and the criss-cross circumferential tightening guy cables form a spatial steel wire mesh.
8. The utility model provides a construction method that is applied to high water pressure unconsolidated formation shield tunnel and receives sealed stagnant water structure of portal which characterized in that: constructing the sealing water-stopping structure before the shield machine reaches the end of the receiving tunnel portal under the shield receiving working condition in the high-water-pressure loose sandy soil stratum; the construction process comprises the following steps:
firstly, pouring an overhanging ring beam of a tunnel door, presetting an outer fixing ring, a stress application compression screw bolt hole, a water stop curtain cloth plate steel plate, an annular tightening stay cable stretching hole and a pre-buried grouting pipe hole before pouring, and welding and fixing an inner fixing ring on a bottom plate;
secondly, after the tunnel portal overhanging ring beam is manufactured, installing an embedded grouting pipe embedded on the tunnel portal overhanging ring beam through an embedded grouting pipe hole, sequentially arranging a bottom plate at the inner side design position of the circle center of the tunnel portal overhanging ring beam, and sequentially and alternately penetrating an annular tightening pull rope in an inner side fixing ring and an outer side fixing ring;
thirdly, after the annular tightening stay cables are inserted, installing pre-buried grouting pipes on the bottom plate, tensioning the annular tightening stay cables by applying tension to the annular tightening stay cables, enabling the bottom plate to move towards the direction of the externally extending ring beam of the portal, stopping tensioning the annular tightening stay cables when the bottom plate moves to be level with the reserved portal of the main body structure, and enabling the stressing compression screw to penetrate through one end of a stressing compression screw bolt hole pre-buried in the externally extending ring beam of the portal and prop against the bottom plate;
fourthly, after the shield tunneling machine penetrates through the end of the tunnel portal and the steel pipe sheet at the position of the tunnel portal is assembled, firstly, the annular tightening stay rope is loosened, and then the stressing compression screw rod is rotated to transmit the jacking force to the bottom plate so as to push the bottom plate to move towards the side of the steel pipe sheet;
fifthly, stopping rotating the stressing compression screw when the bottom plate is tightly attached to the outer wall of the steel pipe sheet;
sixthly, cement mortar is injected into the interior through an embedded grouting pipe reserved on the outer side, and whether the slurry leaks or not and whether the grouting pressure can be maintained or not are checked in the injection process; and finally, controlling whether the stop requirement is met or not through the grouting amount and the grouting pressure, and then stopping grouting.
9. The construction method of the sealing and water-stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 8, characterized in that: when the stressing compaction screws push the bottom plates to move towards the steel pipe sheet, all the stressing compaction screws are synchronously rotated to enable all the bottom plates to synchronously move towards the steel pipe sheet.
10. The construction method of the sealing and water-stopping structure applied to the receiving tunnel portal of the shield tunnel in the high water pressure unconsolidated formation according to claim 8, characterized in that: after the strength of the injected slurry meets the requirement, applying water pressure on shield tail synchronous grouting equipment to test the compactness and the water stopping effect of the tunnel portal water stopping structure; if the pressure of the synchronous grouting slurry rises and does not diffuse, the water stopping structure is proved to be effective, and shield dismantling work can be carried out.
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