CN114960757A - Net-hanging masking type tunnel under still water surface and construction method thereof - Google Patents
Net-hanging masking type tunnel under still water surface and construction method thereof Download PDFInfo
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- CN114960757A CN114960757A CN202110219793.6A CN202110219793A CN114960757A CN 114960757 A CN114960757 A CN 114960757A CN 202110219793 A CN202110219793 A CN 202110219793A CN 114960757 A CN114960757 A CN 114960757A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 83
- 230000000873 masking effect Effects 0.000 title claims description 8
- 238000010276 construction Methods 0.000 title abstract description 12
- 239000000203 mixture Substances 0.000 claims abstract description 33
- 230000000149 penetrating effect Effects 0.000 claims abstract description 14
- 238000007711 solidification Methods 0.000 claims abstract description 11
- 230000008023 solidification Effects 0.000 claims abstract description 11
- 239000002689 soil Substances 0.000 claims description 50
- 229910000831 Steel Inorganic materials 0.000 claims description 31
- 239000010959 steel Substances 0.000 claims description 31
- 239000002893 slag Substances 0.000 claims description 25
- 238000000034 method Methods 0.000 claims description 21
- 230000002706 hydrostatic effect Effects 0.000 claims description 18
- 239000000463 material Substances 0.000 claims description 14
- 239000004576 sand Substances 0.000 claims description 13
- 239000002245 particle Substances 0.000 claims description 12
- 230000005484 gravity Effects 0.000 claims description 9
- 230000015271 coagulation Effects 0.000 claims description 8
- 238000005345 coagulation Methods 0.000 claims description 8
- 239000003566 sealing material Substances 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 4
- 229920005830 Polyurethane Foam Polymers 0.000 claims description 3
- 239000000701 coagulant Substances 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000000835 fiber Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000011496 polyurethane foam Substances 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 150000001875 compounds Chemical class 0.000 claims 1
- 210000001503 joint Anatomy 0.000 description 23
- 238000005516 engineering process Methods 0.000 description 8
- 239000011150 reinforced concrete Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 239000003643 water by type Substances 0.000 description 2
- 238000004804 winding Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011230 binding agent Substances 0.000 description 1
- 238000007664 blowing Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/063—Tunnels submerged into, or built in, open water
- E02D29/067—Floating tunnels; Submerged bridge-like tunnels, i.e. tunnels supported by piers or the like above the water-bed
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0045—Composites
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0046—Foams
- E02D2300/0048—PU
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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)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
A mesh-suspended masked tunnel under a flat water surface and a construction method thereof are provided, the tunnel comprises: the two vertical shafts are respectively arranged on the bank sides of the two banks of the water area to be penetrated through of the tunnel; a door opening matched with the prefabricated tunnel pipe section is processed on one side wall of the vertical shaft, and a notch is arranged in the upper, lower or left and right centers of the inner edge of the door opening; the two net hanging cables are arranged in parallel and span the water area to be penetrated, and two ends of each net hanging cable are respectively fixed on the bank sides of the corresponding vertical shafts; the length of the net hanging cable corresponds to the distance between the two vertical shafts; the cross section of the hanging net is U-shaped, two ends of the hanging net are respectively arranged on two hanging net cables, and the bottom of the hanging net is laid on the water base bed; two guide cables respectively pass through gaps arranged at the upper, lower, left and right centers of door openings on one side wall of the two vertical shafts to be stretched horizontally, and two ends of each guide cable are respectively anchored to the two vertical shafts; the tunnel is formed by connecting a plurality of sections of prefabricated tunnel pipe joints in series; the outer edge of the cross section of each section of the prefabricated tunnel pipe section is provided with a connecting ring; the connecting ring is arranged on the two guide cables in a penetrating way; and a solidification mixture is filled between the hanging net and the tunnel.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a mesh-hanging masking type tunnel under a flat hydrostatic surface and a construction method thereof.
Background
The existing methods for constructing tunnels in soil layers or rock strata without underground water comprise an open excavation method, a subsurface excavation method and the like, the methods for constructing tunnels in soil layers with underground water comprise a shield method, a pipe jacking method and the like, and the methods for constructing tunnels in water comprise a pipe sinking method and a steel cable positioning pipe jacking method.
For example, the Chinese patent application No. 201910481081.4 discloses an underwater inverted arch-shaped suspended tunnel positioned by steel cables and a construction method thereof, and the Chinese patent application No. 201910481071.0 discloses an underwater inverted arch-shaped suspended double tunnel positioned by steel cables and a construction method thereof, which adopt that guide cables and underwater jacking tunnel pipe joints are arranged in water.
The existing immersed tunnel technology relates to that a base groove is excavated underwater before tunnel pipe joints are immersed, a conventional soil body is adopted to backfill the base groove after the tunnel pipe joints are immersed, and a few tunnel pipe joints are covered by the conventional soil body after the tunnel pipe joints are immersed. However, the soil backfilled and covered by the immersed tube tunnel technology has low strength, and the covered soil has low strength and cannot be thick, so that the protection on the accidental load from the two sides and the upper part of the tunnel is weak. The tunnel pipe sections are connected underwater, so that the technical difficulty is high and the cost is higher.
Disclosure of Invention
The invention aims to provide a mesh-suspended sheltering type tunnel under a still water surface and a construction method thereof, which are used for quickly and economically constructing underwater tunnels in rivers, lakes and seas, and setting reliable sheltering protection measures for the tunnel, and are particularly suitable for setting reliable sheltering protection measures for the tunnel under the condition that the underwater depth is not suitable for pile sinking any more.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a mesh-screened tunnel under a hydrostatic surface, comprising:
the two vertical shafts are respectively arranged on the bank sides of two banks in the water area to be penetrated through of the tunnel, a weak permeable soil body or a waterproof soil body which is more than 30m long is reserved between the vertical shafts and the bank sides of the water area to be penetrated through, and the bottom of each vertical shaft is higher than the water bottom foundation bed; processing door openings matched with the prefabricated tunnel pipe sections on one side wall of the two vertical shafts through which the prefabricated tunnel pipe sections pass, wherein gaps are formed in the upper and lower or left and right centers of the inner edges of the door openings;
two net hanging cables which are arranged in parallel and are spanned in a water area to be penetrated, wherein two ends of each net hanging cable are respectively fixed on the sides of the banks corresponding to the two vertical shafts; the length of the net hanging cable corresponds to the distance between the two vertical shafts;
the cross section of the hanging net is U-shaped, two ends of the hanging net are respectively arranged on the two hanging net cables, and the bottom of the hanging net is laid on a water bed foundation bed in the water to be penetrated; the length of the hanging net corresponds to the distance of the water area to be crossed;
two guide cables respectively pass through gaps arranged at the upper, lower, left and right centers of door openings on one side wall of the two vertical shafts to be stretched horizontally, and two ends of each guide cable are respectively anchored to the two vertical shafts;
the tunnel is formed by connecting a plurality of sections of prefabricated tunnel pipe joints in series; connecting rings are respectively arranged on the upper side, the lower side or the left side and the right side of the outer edge of the cross section of each section of the prefabricated tunnel pipe section; connecting rings arranged up and down or left and right of each section of prefabricated tunnel pipe joint penetrate through the two guide cables; the width of the prefabricated tunnel pipe joint is smaller than the distance between the two net hanging cables; a solidified mixture is filled between the hanging net and the tunnel; the top surface of the solidified mixture is lower than the top end of the hanging net and higher than the top surface of the tunnel.
Preferably, the distance between the net hanging cables is 2-20 m, the diameter of the net hanging cables is 100-500 mm, and the side length of the grids on the net hanging cables is less than or equal to 2 mm.
Preferably, the length of the prefabricated tunnel pipe section is 2-30 m.
Preferably, the set mix comprises: sand and/or gravel, which accounts for more than 60% by volume; an inorganic coagulant material in a volume ratio of less than 40%; wherein the particle size of the sand and/or gravel is 3-15 mm.
Preferably, the inorganic coagulation material comprises blast furnace granulated slag or steel slag, the grain size of the blast furnace granulated slag is 3-5 mm, and the grain size of the steel slag is 3-15 mm.
The invention relates to a method for building a mesh-hanging masking type tunnel under a flat water surface, which comprises the following steps:
1) manufacturing two vertical shafts which are respectively used as a driving shaft and a receiving shaft, processing door openings matched with the prefabricated tunnel pipe sections on one side wall of the driving shaft and the receiving shaft through which the prefabricated tunnel pipe sections pass, forming gaps in the upper, lower, left and right centers of the door openings, and forming temporary sealing structures for the door openings and the gaps;
2) respectively arranging a driving well and a receiving well on the shore sides of two banks in a water area to be penetrated through a tunnel, reserving a weak permeable soil body or a impermeable soil body with the length of more than 30m between the driving well and the shore side of the water area to be penetrated through and the bottom of the driving well and the bottom of the receiving well are higher than a water bed; two net-hanging cables are parallelly spanned in a water area to be penetrated, and two ends of each net-hanging cable are respectively fixed on the sides of the banks corresponding to the two vertical shafts; the length of the net hanging cable corresponds to the distance of the water area to be crossed; the distance between the two net hanging cables is larger than the width of the prefabricated tunnel pipe joint;
3) two ends of a hanging net are respectively arranged on the two hanging net cables, and the bottom of the hanging net is laid on a water bed foundation bed in the water area to be penetrated; the length of the net hanging cable corresponds to the distance between the two vertical shafts; see fig. 2;
4) opening the gaps of the door openings of the driving well and the receiving well, respectively penetrating two guide cables with joints into the gaps of the door openings of the driving well and the receiving well, directionally drilling the weak permeable soil body or the impermeable soil body penetrating through the shoreside at two sides to the middle of a water area to be penetrated, and connecting the two guide cables on the driving well and the receiving well into a whole; tensioning the two guide cables to enable the two guide cables to be arranged above and below or on the left and right of the driving well and the receiving well door opening in parallel;
5) sending the first section of prefabricated tunnel pipe joint into a driving well, wherein the prefabricated tunnel pipe joint is a steel pipe or a steel pipe concrete pipe, and a half ring body of a connecting ring is arranged on the upper side or the lower side or the left side or the right side of the cross section of the prefabricated tunnel pipe joint in a 180-degree mode; the first section of the prefabricated tunnel pipe joint is conveyed to a door opening, and the other half ring body of the connecting ring is hung on the guide cable and then connected with the half ring body of the connecting ring on the prefabricated tunnel pipe joint to form a circular ring; pushing the first section of prefabricated tunnel pipe section to pass through the door opening to move towards the receiving well by using a jacking device, and reserving the first section of prefabricated tunnel pipe section to be partially positioned in the driving well; a closed end plate is arranged at the front end of the first section of the prefabricated tunnel pipe section;
6) feeding the second section of prefabricated tunnel pipe joint into a driving well, hanging the other half ring body of the connecting ring on the guide cable, and then connecting the other half ring body of the connecting ring with the half ring body of the connecting ring on the second prefabricated tunnel pipe joint to form a circular ring; the front end of the second section of prefabricated tunnel pipe section is connected with the first section of prefabricated tunnel pipe section into a whole, the second section of prefabricated tunnel pipe section is pushed by a jacking device to pass through a door opening and move towards the direction of a receiving well, and the second section of prefabricated tunnel pipe section is reserved to be partially positioned in a driving well;
7) repeating the step 5), sequentially sending the N sections of prefabricated tunnel pipe joints into a driving well, connecting the previous section of prefabricated tunnel pipe joint, and pushing the prefabricated tunnel pipe joint to pass through a door opening until the first section of prefabricated tunnel pipe joint reaches a receiving well and passes through the door opening of the receiving well; all the prefabricated tunnel pipe joints which are connected in a penetrating mode are submerged between the two rows of fender piles, and the top surfaces of the prefabricated tunnel pipe joints are lower than the tops of the two rows of fender piles; removing the head closed end plate of the first section of the prefabricated tunnel pipe joint, and connecting the head closed end plate with a receiving well;
8) and filling a solidification mixture between the hanging net and the tunnel, wherein the top surface of the solidification mixture is lower than the top end of the hanging net and higher than the top surface of the tunnel, and after the solidification mixture is solidified, the hanging net-type masked tunnel under the flat water surface is built.
Preferably, the diameter or the maximum side length of the concrete tubular pile is more than or equal to 800mm, and the maximum side length of the section of the steel pile is more than or equal to 800 mm.
Preferably, the horizontal distance between two rows of fender piles is 2-20 m, and the top elevation of the fender piles is consistent and is more than or equal to 5m higher than the surface of the tunnel foundation bed.
Preferably, the diameter of the guide cable is 100-1000 mm;
preferably, the guide cable is a composite cable formed by a chemical fiber inner core and an outer winding steel cable, and the difference between the average mass density of the guide cable and the mass density of water is not more than +/-5%.
Preferably, a balance weight is arranged in the perforated prefabricated tunnel pipe joints to maintain that the buoyancy is smaller than the gravity, after the solidified mixture is solidified, a net-hanging shielding type tunnel under a flat hydrostatic surface is built, then the balance weight is gradually removed from the tunnel, facilities in the tunnel are built, and the buoyancy is maintained to be smaller than the gravity.
Preferably, the particle size of the solidified mixture is 3-15 mm; wherein the particle size of the sand is 3-15 mm, and the volume ratio of the sand is more than 60%; the grain size of the inorganic coagulation material blast furnace granulated slag is 3-5 mm, the grain size of the steel slag is 3-15 mm, and the volume ratio of the inorganic coagulation material blast furnace granulated slag is less than 40%.
Preferably, the maximum lateral deviation of the guide cables in the control waters is less than 2 guide cable diameters and the maximum lateral deviation of the guide cables in the shore soil areas is less than 0.5 guide cable diameters.
Preferably, in the step 5), the prefabricated tunnel pipe joint is pushed by the jacking device to pass through the door opening and move towards the receiving well, and meanwhile, an expansion sealing material is injected into the shoreside weak permeable soil body or impermeable soil body within the range of one time of the radius of the tunnel outside the prefabricated tunnel pipe joint at a hydrostatic pressure value of 2-5 times, preferably, the expansion sealing material comprises a polyurethane foam material.
The invention has the beneficial effects that:
compared with the 'underwater inverted arch-shaped suspended tunnel positioned by using steel cables and construction method' disclosed by the Chinese patent application No. 201910481081.4 and the 'underwater inverted arch-shaped suspended double tunnel positioned by using steel cables and construction method' disclosed by the Chinese patent application No. 201910481071.0, the invention adopts the directional jacking and connecting technology of simultaneously arranging the guide cables in the soft soil stratum and the water, so that the soft soil stratum and the underwater tunnel can be accurately positioned; by adopting the waterproof leakage technology of jacking the tunnel pipe joint in the soft soil stratum and water, the waterless operation in the open caisson on the side of the water surface shore can be implemented.
Particularly, the invention adopts a net hanging mode, and sets reliable masking protection for the tunnel under the condition that the underwater depth is not suitable for pile sinking; meanwhile, the filling between the hanging net and the tunnel has certain later strength to solidify the mixture, can provide shielding protection for the tunnel to resist external mechanical load and effect, and in addition, the solidification control mixture has certain weak alkaline material to have the anti-corrosion protection effect on the shielded tunnel steel.
The existing immersed tube tunnel technology does not relate to protection of chain row piles on two sides, the backfilled and covered soil body is low in strength, the covered soil body is low in strength and cannot be thick, and therefore protection of accidental loads from two sides and above of the tunnel is weak.
The method adopts the technology of blowing and filling the solidified mixture between the hanging net and the tunnel and controlling the shielding protection of the solidified mixture with certain strength on the tunnel; in addition, the solidified mixture is weakly alkaline due to the adoption of inorganic binders such as blast furnace granulated slag, steel slag and the like, and has an anti-corrosion protection effect on the masked tunnel steel.
The existing pipe-jacking tunnel technology only jacks a tunnel pipe joint in a soft soil stratum. The invention adopts the directional jacking and connecting technology of arranging the guide cables in the soft soil stratum and the water at the same time, and can implement the operation of jacking the tunnel pipe joints in the soft soil stratum and the water.
Drawings
FIG. 1 is a cross-sectional view of a structure according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of the construction of a shaft, a net cable and a net according to an embodiment of the present invention;
fig. 3 is a cross-sectional view of a shaft in an embodiment of the invention;
FIG. 4 is an enlarged view of the portion A of FIG. 3;
FIG. 5 is a schematic view of the construction of a netting cable and netting in an embodiment of the present invention;
FIG. 6 is a schematic diagram of the construction of the netting cable, netting and tunnel in an embodiment of the present invention;
fig. 7 is a schematic structural diagram of filling a solidified mixture between the hanging net and the tunnel in the embodiment of the invention.
Detailed Description
Referring to fig. 1 to 7, the mesh-suspended masked tunnel under the hydrostatic surface of the invention includes:
two vertical shafts 1 respectively arranged on the bank sides of two banks in the water area 100 to be penetrated through of the tunnel, and a weak permeable soil body or a impermeable soil body 200 with the length of more than 30m is reserved between the vertical shafts and the bank side of the water area 100 to be penetrated through, and the bottom of each vertical shaft 1 is higher than a water bottom foundation bed; a door opening 101 matched with the prefabricated tunnel pipe joint 51 is processed on one side wall of the two shafts 1 through which the prefabricated tunnel pipe joint passes, and a notch 102 is arranged at the upper, lower, left and right centers of the inner edge of the door opening 101;
the two net hanging cables 2 are arranged in parallel and span the water area 100 to be penetrated, and two ends of each net hanging cable 2 are respectively fixed on the shore sides corresponding to the two vertical shafts 1; the length of the net hanging cable 2 corresponds to the distance between the two vertical shafts 1;
the cross section of the hanging net 3 is U-shaped, two ends of the hanging net 3 are respectively arranged on the two hanging net cables 2, and the bottom of the hanging net 3 is laid on a water bed foundation bed in the water area 100 to be penetrated; the length of the hanging net 3 corresponds to the distance of 100 water areas to be crossed;
two guide cables 4 respectively penetrate through gaps arranged at the upper, lower or left and right centers of door openings 101 on one side wall of the two vertical shafts 1 to be tensioned horizontally, and two ends of each guide cable 4 are respectively anchored to the two vertical shafts 1;
the tunnel 5 is formed by connecting a plurality of sections of prefabricated tunnel pipe joints 51 in series; the connecting rings 6 are respectively arranged on the upper side, the lower side or the left side and the right side of the outer edge of the cross section of each section of the prefabricated tunnel pipe joint 51; the connecting rings 6 arranged up and down or left and right of each prefabricated tunnel pipe section 61 penetrate through the two guide cables 4; the width of the prefabricated tunnel pipe joint 51 is smaller than the distance between the two net hanging cables 2; a solidification mixture 7 is filled between the hanging net 3 and the tunnel 5; the top surface of the solidified mixture 7 is lower than the top end of the hanging net 3 and higher than the top surface of the tunnel 5.
Preferably, the distance between the net hanging cables is 2-20 m, the diameter of the net hanging cables is 100-500 mm, and the side length of the grids on the net hanging cables is less than or equal to 2 mm.
Preferably, the length of the prefabricated tunnel pipe section is 2-30 m.
Preferably, the set mix comprises: sand and/or gravel, which accounts for more than 60% by volume; an inorganic coagulant material in a volume ratio of less than 40%; wherein the particle size of the sand and/or gravel is 3-15 mm.
Preferably, the inorganic coagulation material comprises blast furnace granulated slag or steel slag, the grain size of the blast furnace granulated slag is 3-5 mm, and the grain size of the steel slag is 3-15 mm.
The invention relates to a method for building a mesh-hanging masking type tunnel under a flat water surface, which comprises the following steps:
1) manufacturing two vertical shafts 1 which are respectively used as a driving shaft and a receiving shaft, processing a door opening 101 matched with the prefabricated tunnel pipe section 51 on one side wall of the driving shaft and the receiving shaft through which the prefabricated tunnel pipe section 51 passes, arranging a notch 102 in the upper, lower, left and right centers of the door opening 101, and making a temporary sealing structure for the door opening 101 and the notch 102; see fig. 3, 4;
2) respectively arranging a driving well and a receiving well on the shore sides of two banks in a water area to be penetrated through of a tunnel, reserving a weak permeable soil body or a waterproof soil body which is more than 30m long between the driving well, the receiving well and the bank side of the water area to be penetrated through, and enabling the bottoms of the driving well and the receiving well to be higher than a water bottom foundation bed; two net-hanging cables 2 are parallelly spanned in a water area to be passed through, and two ends of each net-hanging cable 2 are respectively fixed on the sides of the banks corresponding to the two vertical shafts 1; the length of the net hanging cable 2 corresponds to the distance between the two vertical shafts 1; the distance between the two net hanging cables is larger than the width of the prefabricated tunnel pipe joint;
3) two ends of a hanging net 3 are respectively arranged on the two hanging net cables 2, and the bottom of the hanging net 3 is laid on a water bed foundation bed in the water area 100 to be penetrated; the length of the hanging net 3 corresponds to the distance 3 of the water area to be crossed; see fig. 2, 5;
4) opening the gaps of the door openings on the driving well and the receiving well, respectively penetrating two guide cables 4 with joints into the gaps of the door openings on the driving well and the receiving well, and directionally drilling the weak permeable soil or the impermeable soil 200 penetrating through the shores at two sides to the middle of a water area 100 to be penetrated, so as to connect the two guide cables on the driving well and the receiving well into a whole; tensioning the two guide cables 4 to enable the two guide cables 4 to be arranged above and below or on the left and right of the driving well and the receiving well door opening in parallel; see fig. 1, 6;
5) sending the first section of prefabricated tunnel pipe joint into a driving well, wherein the prefabricated tunnel pipe joint is a steel pipe or a steel pipe concrete pipe, and a half ring body of a connecting ring is arranged on the upper side or the lower side or the left side or the right side of the cross section of the prefabricated tunnel pipe joint in a 180-degree mode; the first section of the prefabricated tunnel pipe joint is conveyed to a door opening, and the other half ring body of the connecting ring is hung on the guide cable and then connected with the half ring body of the connecting ring on the prefabricated tunnel pipe joint to form a circular ring; pushing the first section of prefabricated tunnel pipe section to pass through the door opening to move towards the direction of the receiving well through a jacking device, and reserving the first section of prefabricated tunnel pipe section to be partially positioned in the driving well; a closed end plate is arranged at the front end of the first section of the prefabricated tunnel pipe section;
6) feeding the second section of prefabricated tunnel pipe joint into a driving well, hanging the other half ring body of the connecting ring on the guide cable, and then connecting the other half ring body of the connecting ring with the half ring body of the connecting ring on the second prefabricated tunnel pipe joint to form a circular ring; the front end of the second section of prefabricated tunnel pipe section is connected with the first section of prefabricated tunnel pipe section into a whole, the second section of prefabricated tunnel pipe section is pushed by a jacking device to pass through a door opening and move towards the direction of a receiving well, and the second section of prefabricated tunnel pipe section is reserved to be partially positioned in a driving well;
7) repeating the step 5), sequentially sending the N sections of prefabricated tunnel pipe joints into a driving well, connecting the previous section of prefabricated tunnel pipe joint, and pushing the prefabricated tunnel pipe joint to pass through a door opening until the first section of prefabricated tunnel pipe joint reaches a receiving well and passes through the door opening of the receiving well; all the prefabricated tunnel pipe joints which are connected in a penetrating mode are sunk between the two rows of fender piles, and the top surfaces of the prefabricated tunnel pipe joints are lower than the tops of the two rows of fender piles; removing the head closed end plate of the first section of the prefabricated tunnel pipe joint, and connecting the head closed end plate with a receiving well;
8) filling a solidified mixture between the hanging net and the tunnel, wherein the top surface of the solidified mixture is lower than the top end of the hanging net and higher than the top surface of the tunnel, as shown in fig. 7; and after the solidified mixture is solidified, constructing the screen-hanging type tunnel under the flat hydrostatic surface.
Preferably, the diameter of the guide cable is 100-1000 mm;
preferably, the guide cable is a composite cable formed by a chemical fiber inner core and an outer winding steel cable, and the difference between the average mass density of the guide cable and the mass density of water is not more than +/-5%.
Preferably, a balance weight is arranged in the perforated prefabricated tunnel pipe joints to maintain that the buoyancy is smaller than the gravity, after the solidified mixture is solidified, a net-hanging shielding type tunnel under a flat hydrostatic surface is built, then the balance weight is gradually removed from the tunnel, facilities in the tunnel are built, and the buoyancy is maintained to be smaller than the gravity.
Preferably, the particle size of the solidified mixture is 3-15 mm; wherein the particle size of the sand and/or gravel is 3-15 mm, and the volume ratio of the sand and/or gravel is more than 60%; the particle size of the inorganic coagulation material blast furnace granulated slag is 3-5 mm, the particle size of the steel slag is 3-15 mm, and the volume ratio of the steel slag is less than 40%.
Preferably, the maximum lateral deviation of the guide cables in the control waters is less than 2 guide cable diameters and the maximum lateral deviation of the guide cables in the shore soil areas is less than 0.5 guide cable diameters.
Preferably, in the step 5), the prefabricated tunnel pipe joint is pushed by the jacking device to pass through the door opening and move towards the receiving well, and meanwhile, the expansion sealing material is injected into the shoreside weak permeable soil body or impermeable soil body within the range of one time of the radius of the tunnel outside the prefabricated tunnel pipe joint at the hydrostatic pressure value of 2-5 times.
Preferably, the intumescent sealing material comprises a polyurethane foam.
Examples
A method for building a mesh-suspended masked tunnel under a flat water surface comprises the following steps:
1) two vertical wells, namely a driving well and a receiving well, are respectively arranged on two banks of a water area to be penetrated, the distance between the vertical wells and the receiving well is 399m, and weak permeable soil or impermeable soil with the length of 49.5m is reserved between the driving well and the receiving well and the water area to be penetrated;
the height of the driving well is 32.4m, the length of the driving well is 25.5m, the width of the driving well is 16m, the inner side wall, the left side wall, the right side wall and the bottom plate of the driving well close to one side of a water area are of a reinforced concrete structure with the thickness of 0.5m, and the outer side wall opposite to the inner side wall is of a reinforced concrete structure with the thickness of 1.0 m; the elevation of the bottom plate is 28.4m below the average water level, and a circular door opening with the radius of 5.05m is arranged in the center of the inner side wall by taking the height of 5.95m above the surface of the bottom plate as the center of a circle; a lower notch is formed right below the circular door opening, the lower half part of the lower notch is a semicircle with the diameter of 0.52m, and the upper half part of the lower notch is a rectangle with the width of 0.52m and the height of 0.21 m; an upper notch is formed right above the circular door opening, the upper half part of the upper notch is a semicircle with the diameter of 0.52m, the lower half part of the upper notch is a rectangle with the width of 0.52m and the height of 0.21m, and the upper notch, the lower notch and the door opening are temporarily closed;
the height of the receiving well is 32.4mm, the length is 16m, and the width is 16 m; the inner side wall, the left side wall, the right side wall and the bottom plate on one side close to the water area are of a reinforced concrete structure with the thickness of 0.5m, and the outer side wall opposite to the inner side wall is of a reinforced concrete structure with the thickness of 1.0 m; the elevation of the bottom plate is 28.4m below the average water level, and a circular door opening with the radius of 5.05m is arranged in the center of the inner side wall by taking the height of 5.95m above the surface of the bottom plate as the center of a circle; a lower notch is formed right below the circular door opening, the lower half part of the lower notch is a semicircle with the diameter of 0.52m, and the upper half part of the lower notch is a rectangle with the width of 0.52m and the height of 0.21 m; an upper notch is formed right above the circular door opening, the upper half part of the upper notch is a semicircle with the diameter of 0.52m, and the lower half part of the upper notch is a rectangle with the width of 0.52m and the height of 0.21 m;
2) two parallel net hanging cables are arranged from the driving well bank side to the receiving well bank side of the water area to be crossed, two ends of each net hanging cable are respectively fixed on the bank sides at two sides, and a plurality of buoys are arranged on the net hanging cables, so that the net hanging cables float on a flat water surface; connecting the upper ends of two sides of the hanging net to the hanging net cable, and paving the bottom of the hanging net on the water base bed to form a U-shaped cross section; the horizontal distance between two parallel net hanging cables is 12.4m, the length of the net hanging cables is 300m, the diameter of the net hanging cables is 0.4m, and the side length of a grid of the net hanging is 1 mm;
3) opening a temporary sealing structure of a door opening gap of the driving well, ejecting a guide cable with a connecting joint in the direction of the receiving well, and enabling the guide cable to penetrate through the gap and the weak permeable soil body or the impermeable soil body; opening a temporary closed structure of a door opening gap of the receiving well, ejecting a guide cable with a connecting joint in the direction of the driving well, and enabling the guide cable to penetrate through the door opening gap and the weak permeable soil body or the impermeable soil body; the guide cable has a diameter of 0.4 m;
connecting joints on guide cables from a driving well and a receiving well are connected in the middle of a water area to form a cable;
stretching the two guide cables, wherein one ends of the guide cables penetrate through the door opening gap in the inner side wall of the driving shaft and are fixed on the outer side wall of the driving shaft; the other end of the receiving well penetrates through a gap of a door opening on the inner side wall of the receiving well and is fixed on the outer side wall of the receiving well; one end of the tensioning cable penetrates through a door opening notch of the inner side wall of the driving well and is fixed on the outer side wall of the driving well; the other end of the receiving well penetrates through a gap on the inner side wall of the receiving well and is fixed on the outer side wall of the receiving well;
4) the prefabricated tunnel pipe joints from the 1 st section to the 20 th section are steel pipes or steel pipe concrete pipes, the outer diameter of each pipe joint is 10m, and the length of each pipe joint is 20 m;
placing the 1 st section of the prefabricated tunnel pipe section in a driving well, and fixedly connecting the connecting rings to the upper side and the lower side of the prefabricated tunnel pipe section; arranging a head closed end plate at one end of the 1 st section of the prefabricated tunnel pipe section close to the receiving well, pushing the prefabricated tunnel pipe section to penetrate through a driving well door opening and move towards the receiving well by using a tunnel jacking device in the driving well, and arranging a balance weight in the prefabricated tunnel pipe section to maintain the buoyancy slightly smaller than the gravity;
connecting rings are arranged at the driving well and penetrate through the cable, each connecting ring can divide a complete ring into two sections in advance, and the complete rings are connected into complete rings after being respectively installed and penetrated through the cable;
placing the 2 nd section of prefabricated tunnel pipe joint in a driving well, and fixedly connecting the connecting ring to the upper side and the lower side of the 2 nd section of prefabricated tunnel pipe joint;
the 2 nd section of prefabricated tunnel pipe joint is in butt joint with the 1 st section of prefabricated tunnel pipe joint adjacent to the receiving well in the direction by adopting a bolt connection or welding method, and then the 2 nd section of prefabricated tunnel pipe joint is pushed to move towards the receiving well by utilizing a jacking device in a driving well; meanwhile, a counterweight is arranged in the prefabricated tunnel pipe section which is partially penetrated so as to maintain the buoyancy slightly smaller than the gravity;
5) repeating the step 4) until the 20 th section of prefabricated tunnel pipe section is installed, and pushing all the pipe sections which are connected in a penetrating way to a preset position, wherein the head closed end plate of the 1 st section of prefabricated tunnel pipe section reaches a receiving well and penetrates through a receiving well door opening; all the pipe joints which are connected in a penetrating way are arranged between two side wings of the submerged hanging net, and the height of the pipe joints is 4.5m lower than the lowest part of the top of the dense mesh net with the U-shaped cross section;
6) removing the head closed end plate of the 1 st section of the prefabricated tunnel pipe joint, and connecting the head closed end plate with a receiving well; removing the jacking device of the driving well, and connecting one end of the 20 th section of the prefabricated tunnel pipe section close to the driving well with the driving well; thus, the tunnel which is connected in a penetrating way is connected with the driving well and the receiving well at two ends to form two mutually parallel penetrating integers;
7) filling a solidified mixture composed of sand, blast furnace granulated slag, ground steel slag and other coagulated particles between the hanging net and the tunnel, wherein the elevation of the top surface of the mixture is 3m lower than the lowest part of the top of the hanging net and 1.5m higher than the top surface of the tunnel, and constructing a masking tunnel in the underwater soft soil foundation after the mixture is solidified; then gradually removing the balance weight in the tunnel, constructing facilities in the tunnel, and maintaining the buoyancy to be smaller than the gravity.
Claims (12)
1. The utility model provides a hang net shelter formula tunnel under hydrostatic surface which characterized in that includes:
the two vertical shafts are respectively arranged on the bank sides of two banks in the water area to be penetrated through of the tunnel, a weak permeable soil body or a waterproof soil body which is more than 30m long is reserved between the vertical shafts and the bank sides of the water area to be penetrated through, and the bottom of each vertical shaft is higher than the water bottom foundation bed; processing door openings matched with the prefabricated tunnel pipe sections on one side wall of the two vertical shafts through which the prefabricated tunnel pipe sections pass, wherein gaps are formed in the upper and lower or left and right centers of the inner edges of the door openings;
two net hanging cables which are arranged in parallel and are spanned in a water area to be penetrated, wherein two ends of each net hanging cable are respectively fixed on the sides of the banks corresponding to the two vertical shafts; the length of the net hanging cable corresponds to the distance between the two vertical shafts;
the cross section of the hanging net is U-shaped, two ends of the hanging net are respectively arranged on the two hanging net cables, and the bottom of the hanging net is laid on a water bed foundation bed in the water to be penetrated; the length of the net corresponds to the distance of the water area to be crossed;
two guide cables respectively pass through gaps arranged at the upper, lower or left and right centers of door openings on one side wall of the two vertical shafts to be tensioned horizontally, and two ends of each guide cable are respectively anchored to the two vertical shafts;
the tunnel is formed by connecting a plurality of sections of prefabricated tunnel pipe joints in series; connecting rings are respectively arranged on the upper side, the lower side or the left side and the right side of the outer edge of the cross section of each section of the prefabricated tunnel pipe section; connecting rings arranged up and down or left and right of each section of prefabricated tunnel pipe joint penetrate through the two guide cables; the width of the prefabricated tunnel pipe joint is smaller than the distance between the two net hanging cables; a solidified mixture is filled between the hanging net and the tunnel; the top surface of the solidified mixture is lower than the top end of the hanging net and higher than the top surface of the tunnel.
2. The screen-hanging type tunnel under the flat hydrostatic surface as claimed in claim 1, wherein the distance between the screen-hanging cables is 2-20 m, the diameter of the screen-hanging cables is 100-500 mm, and the side length of the grid on the screen is less than or equal to 2 mm.
3. The screen-hanging masked tunnel under the hydrostatic surface of claim 1, wherein the length of the prefabricated tunnel pipe section is 2-30 m.
4. The under-hydrostatic screened tunnel of claim 1, wherein the setting compound comprises: sand and/or gravel, which accounts for more than 60% by volume; an inorganic coagulant material in a volume ratio of less than 40%; wherein the particle size of the sand and/or gravel is 3-15 mm.
5. The under-hydrostatic-surface wire-mesh-screened tunnel according to claim 3, wherein the inorganic coagulation material comprises blast furnace granulated slag or steel slag, the grain size of the blast furnace granulated slag is 3-5 mm, and the grain size of the steel slag is 3-15 mm.
6. The method for constructing the screen-hung type tunnel under the flat hydrostatic surface according to any one of claims 1 to 5, which comprises the following steps:
1) manufacturing two vertical shafts which are respectively used as a driving shaft and a receiving shaft, processing door openings matched with the prefabricated tunnel pipe sections on one side wall of the driving shaft and the receiving shaft through which the prefabricated tunnel pipe sections pass, forming gaps in the upper, lower, left and right centers of the door openings, and forming temporary sealing structures for the door openings and the gaps;
2) respectively arranging a driving well and a receiving well on the shore sides of two banks in a water area to be penetrated through of a tunnel, reserving a weak permeable soil body or a waterproof soil body which is more than 30m long between the driving well, the receiving well and the bank side of the water area to be penetrated through, and enabling the bottoms of the driving well and the receiving well to be higher than a water bottom foundation bed; two net-hanging cables are parallelly spanned in a water area to be penetrated, and two ends of each net-hanging cable are respectively fixed on the sides of the banks corresponding to the two vertical shafts; the length of the net hanging cable corresponds to the distance of the water area to be crossed; the distance between the two net hanging cables is larger than the width of the prefabricated tunnel pipe joint;
3) two ends of a hanging net are respectively arranged on the two hanging net cables, and the bottom of the hanging net is laid on a water bed foundation bed in the water area to be penetrated; the length of the net corresponds to the distance of the water area to be crossed;
4) opening the gaps of the door openings of the driving well and the receiving well, respectively penetrating two guide cables with joints into the gaps of the door openings of the driving well and the receiving well, directionally drilling the weak permeable soil body or the impermeable soil body penetrating through the shoreside at two sides to the middle of a water area to be penetrated, and connecting the two guide cables on the driving well and the receiving well into a whole; tensioning the two guide cables to enable the two guide cables to be arranged above and below or on the left and right of the driving well and the receiving well door opening in parallel;
5) sending the first section of prefabricated tunnel pipe joint into a driving well, wherein the prefabricated tunnel pipe joint is a steel pipe or a steel pipe concrete pipe, and a half ring body of a connecting ring is arranged on the upper side or the lower side or the left side or the right side of the cross section of the prefabricated tunnel pipe joint in a 180-degree mode; conveying the first section of the prefabricated tunnel pipe joint to a door opening, hanging the other half ring body of the connecting ring on the guide cable, and then connecting the other half ring body of the connecting ring with the half ring body of the connecting ring on the prefabricated tunnel pipe joint to form a circular ring; pushing the first section of prefabricated tunnel pipe section to pass through the door opening to move towards the direction of the receiving well through a jacking device, and reserving the first section of prefabricated tunnel pipe section to be partially positioned in the driving well; a closed end plate is arranged at the front end of the first section of the prefabricated tunnel pipe section;
6) the second section of prefabricated tunnel pipe joint is sent into the driving well, and the other half ring body of the connecting ring is hung on the guide cable and then connected with the half ring body of the connecting ring on the second prefabricated tunnel pipe joint to form a circular ring; the front end of the second section of prefabricated tunnel pipe section is connected with the first section of prefabricated tunnel pipe section into a whole, the second section of prefabricated tunnel pipe section is pushed by a jacking device to pass through a door opening and move towards the direction of a receiving well, and the second section of prefabricated tunnel pipe section is reserved to be partially positioned in a driving well;
7) repeating the step 5), sequentially sending the N sections of prefabricated tunnel pipe joints into a driving well, connecting the previous section of prefabricated tunnel pipe joint, and pushing the prefabricated tunnel pipe joint to pass through a door opening until the first section of prefabricated tunnel pipe joint reaches a receiving well and passes through the door opening of the receiving well; all the prefabricated tunnel pipe joints which are connected in a penetrating mode are sunk between the two rows of fender piles, and the top surfaces of the prefabricated tunnel pipe joints are lower than the tops of the two rows of fender piles; removing the head closed end plate of the first section of the prefabricated tunnel pipe joint, and connecting the head closed end plate with a receiving well;
8) and filling a solidification mixture between the hanging net and the tunnel, wherein the top surface of the solidification mixture is lower than the top end of the hanging net and higher than the top surface of the tunnel, and after the solidification mixture is solidified, the hanging net-type masked tunnel under the flat water surface is built.
7. The method for building the screen-type tunnel under the flat hydrostatic surface according to claim 6, wherein the diameter of the guide cables is 100-1000 mm.
8. The method for constructing a flat water surface underscreening masked tunnel according to claim 6, characterized in that the guide cables are composite cables composed of chemical fiber inner cores and outer wound steel cables, the average mass density of which differs from the mass density of water by no more than ± 5%.
9. The method for constructing the screen-hanging type tunnel under the flat hydrostatic surface as claimed in claim 6, wherein a balance weight is arranged in the perforated prefabricated tunnel pipe joints to maintain the buoyancy lower than the gravity, the screen-hanging type tunnel under the flat hydrostatic surface is constructed after the solidification of the solidified mixture, then the balance weight is gradually removed from the tunnel, the facility in the tunnel is constructed, and the buoyancy lower than the gravity is maintained.
10. The method for building the screen-hung type tunnel under the flat hydrostatic surface according to claim 6, wherein the particle size of the solidification mixture is 3-15 mm; wherein the particle size of the sand and/or gravel is 3-15 mm, and the volume ratio of the sand and/or gravel is more than 60%; the grain size of the inorganic coagulation material blast furnace granulated slag is 3-5 mm, the grain size of the steel slag is 3-15 mm, and the volume ratio of the inorganic coagulation material blast furnace granulated slag is less than 40%.
11. The method of constructing a screen-type tunnel under a still water surface according to claim 6, wherein the maximum lateral deviation of the guide cables in the water area is controlled to be less than 2 times the diameter of the guide cables, and the maximum lateral deviation of the guide cables in the soil area on the shore is controlled to be less than 0.5 times the diameter of the guide cables.
12. The method for building the flat hydrostatic surface net hanging masking type tunnel according to claim 6, wherein in the step 5), the prefabricated tunnel pipe sections are pushed by the jacking device to pass through the door opening and move towards the receiving well, and meanwhile, an expansion sealing material is injected into the shoreside weak permeable soil body or impermeable soil body within a range which is one time of the radius of the tunnel outside the prefabricated tunnel pipe sections at a hydrostatic pressure value which is 2-5 times that of the shoreside weak permeable soil body or impermeable soil body, and the expansion sealing material is preferably made of polyurethane foam materials.
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