CN114960755A - Shielding type tunnel on underwater rock foundation and construction method thereof - Google Patents
Shielding type tunnel on underwater rock foundation and construction method thereof Download PDFInfo
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- CN114960755A CN114960755A CN202110219789.XA CN202110219789A CN114960755A CN 114960755 A CN114960755 A CN 114960755A CN 202110219789 A CN202110219789 A CN 202110219789A CN 114960755 A CN114960755 A CN 114960755A
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- 238000010276 construction Methods 0.000 title description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 65
- 239000000203 mixture Substances 0.000 claims abstract description 31
- 238000000034 method Methods 0.000 claims abstract description 28
- 239000004575 stone Substances 0.000 claims abstract description 18
- 238000007711 solidification Methods 0.000 claims abstract description 12
- 230000008023 solidification Effects 0.000 claims abstract description 12
- 230000000149 penetrating effect Effects 0.000 claims abstract description 11
- 229910000831 Steel Inorganic materials 0.000 claims description 55
- 239000010959 steel Substances 0.000 claims description 55
- 239000002689 soil Substances 0.000 claims description 43
- 239000002893 slag Substances 0.000 claims description 27
- 239000004567 concrete Substances 0.000 claims description 25
- 239000002245 particle Substances 0.000 claims description 15
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- 230000015271 coagulation Effects 0.000 claims description 9
- 238000005345 coagulation Methods 0.000 claims description 9
- 230000005484 gravity Effects 0.000 claims description 9
- 239000003566 sealing material Substances 0.000 claims description 6
- 239000002131 composite material Substances 0.000 claims description 4
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- 239000000126 substance Substances 0.000 claims description 4
- 238000004804 winding Methods 0.000 claims description 4
- 229920005830 Polyurethane Foam Polymers 0.000 claims description 3
- 239000000701 coagulant Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 230000002706 hydrostatic effect Effects 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
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- 238000007789 sealing Methods 0.000 claims description 3
- 239000003643 water by type Substances 0.000 claims description 3
- 239000000758 substrate Substances 0.000 claims 1
- 210000001503 joint Anatomy 0.000 description 20
- 238000005516 engineering process Methods 0.000 description 8
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Classifications
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0046—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
Abstract
A masked tunnel on an underwater rock foundation and a method of constructing the same, the tunnel comprising: two vertical shafts which are respectively arranged on the bank sides of two banks in the water area to be penetrated through by the tunnel, wherein a door opening matched with the prefabricated tunnel pipe section is processed on one side wall of each vertical shaft, and a notch is arranged at the upper center, the lower center or the left center and the right center of the inner edge of each door opening; paving a section of artificial foundation bed on the underwater rock foundation bed of the water area to be penetrated between the two vertical shafts by using broken stones; two rows of guard piles are arranged in parallel, span the water area to be penetrated and are driven into the artificial foundation bed; the distance between the two rows of fender posts is larger than the diameter of the tunnel, the length of the fender posts is larger than the length of the tunnel in the water area to be penetrated, and the top ends of the fender posts are higher than the surface of the artificial foundation bed; two guide cables respectively pass through door opening gaps arranged on one side wall of the two vertical shafts to be stretched horizontally and anchored in the two vertical shafts; the tunnel is formed by connecting a plurality of sections of prefabricated tunnel pipe joints in series; the upper part and the lower part or the left part and the right part of the outer edge of the prefabricated tunnel pipe joint are respectively provided with a connecting ring which is arranged on the guide cable in a penetrating way; and filling a solidification mixture between the two rows of fender piles and on the tunnel.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a masking type tunnel on an underwater rock foundation and a construction method thereof.
Background
The existing methods for constructing tunnels in soil layers or rock layers 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 guide 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 guide 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 guide cables and a construction method thereof, which adopt that guide cables are arranged in water and jacking tunnel pipe joints are arranged in the 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 body backfilled and covered by the immersed tube tunnel technology has low strength, and the covered soil body has low strength and cannot be thick and heavy, 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 sheltering type tunnel on an underwater rock foundation and a construction method thereof, which are used for quickly and economically constructing the underwater tunnel in rivers, lakes and seas and setting reliable sheltering protection measures for the tunnel.
In order to achieve the purpose, the technical scheme of the invention is as follows:
an underwater rock above-ground sheltered tunnel comprising:
the two vertical shafts are respectively arranged on the shore 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 with the length of more than 30m is reserved between the vertical shafts and the shore sides of the water area to be penetrated through, and the bottom of each vertical shaft is higher than the rock bed at the bottom; 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; paving a section of artificial foundation bed on the underwater rock foundation bed of the water area to be penetrated between the two vertical shafts by using crushed stones, wherein the width of the artificial foundation bed is 5-80 m, the height of the artificial foundation bed is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be penetrated between the two vertical shafts;
two rows of fender piles are arranged in parallel, are spanned in a water area to be penetrated and are driven into an artificial foundation bed, and two ends of the fender piles correspond to the sides of the vertical shaft bank; the distance between the two rows of fender piles is larger than the diameter of the tunnel, the length of the two rows of fender piles is larger than the length of the tunnel in the water area to be penetrated, and the top ends of the fender piles are 5-20 m higher than the surface of the artificial foundation bed;
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; and filling a solidification mixture between the two rows of fender piles and on the tunnel.
Preferably, the artificial foundation bed is formed by laying bagged broken stones, each bag of broken stones weighs 20-100 kg, and the particle size of the broken stones is 20-100 mm.
Preferably, the fender pile is a steel sheet pile with a lock catch and is an interlocking pile formed by mutually interlocking connection, or a plurality of concrete pipe piles with lock catches and a matched profile steel are mutually connected to form the interlocking pile.
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 grain diameter of the sand is 0.3-15 mm.
Preferably, the inorganic coagulation material comprises blast furnace granulated slag or steel slag, the grain size of the blast furnace granulated slag is 0.3-5 mm, and the grain size of the steel slag is 3-15 mm.
The invention relates to a method for building a masking tunnel on an underwater rock foundation, 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 a vertical shaft and the shore side of the water area to be penetrated through, and enabling the bottom of the vertical shaft to be higher than a rock foundation bed at the bottom of the water; paving a section of artificial foundation bed on the underwater rock foundation bed of the water area to be penetrated between the two vertical shafts by using crushed stones, wherein the width of the artificial foundation bed is 5-80 m, the height of the artificial foundation bed is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be penetrated between the two vertical shafts;
3) sinking two rows of parallel guard piles in the artificial foundation bed along the axial direction of the tunnel to be manufactured; clearing the covering soil layer between the double rows of fender piles, and finishing the tunnel foundation bed with a smooth surface; the pile tops of the double rows of fender piles are 5-20 m higher than the surface of the tunnel foundation bed;
4) opening the gaps on the door openings of the driving well and the receiving well, respectively penetrating two guide cables with joints into the gaps on the door openings of the driving well and the receiving well, directionally drilling the guide cables to penetrate through the soil layers on the two sides of the shore 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) 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 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 two rows of fender piles and the tunnel, wherein the elevation of the top surface of the solidification mixture corresponds to the pile tops of the two rows of interlocking piles and is higher than the top surface of the tunnel, and constructing the shield type tunnel on the underwater rock foundation after the solidification mixture is solidified.
Preferably, the bottom of the driving well and the bottom of the receiving well are higher than the surface of the artificial foundation bed.
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 the two rows of fender piles is 2-20 m, and the top elevations of the fender piles are consistent and 5-20 m higher than the surface of the tunnel foundation bed.
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 area is less than 0.5 guide cable diameters.
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, a shield type tunnel on the underwater rock foundation is built after the solidified mixture is solidified, then the balance weight is arranged in the tunnel by gradually dismantling, a facility in the tunnel is built, and the buoyancy is maintained to be smaller than the gravity.
Preferably, the particle size of the solidified mixture is 0.3-15 mm; wherein the particle size of the sand and/or gravel is 0.3-15 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 0.3-5 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, 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 soil layer outside the prefabricated tunnel pipe joint within the range of one time of the radius of the tunnel at the hydrostatic pressure value of 2-5 times.
Preferably, the intumescent sealing material comprises a polyurethane foam.
The invention has the beneficial effects that:
compared with the 'underwater inverted arch-shaped suspended tunnel positioned by using steel guide cables and construction method' disclosed in Chinese patent application No. 201910481081.4 and the 'underwater inverted arch-shaped suspended double tunnel positioned by using steel guide cables and construction method' disclosed in Chinese patent application No. 201910481071.0, 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, so that the soft soil stratum and the underwater tunnel can be accurately positioned; by adopting a waterproof leakage technology of jacking a tunnel pipe joint in a soft soil stratum and water at the same time, waterless operation in the open caisson on the side of the water surface lower bank can be implemented; the method adopts the chain row piles on the two sides and the solidified mixture with certain later strength filled between the chain row piles on the two sides and the tunnel, can provide shielding protection for the tunnel to resist external mechanical load and effect, and controls the solidified mixture to have 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 at two sides, the strength of soil body backfilled and covered is low, the strength of the covered soil body is low, and the covered soil body cannot be thick and heavy, so that the protection of accidental loads from two sides and above the tunnel is weak. The method adopts the technology of blowing and filling the solidified mixture between the chain row piles at two sides 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 cable in the soft soil stratum and the water at the same time, and can implement the operation of jacking the tunnel pipe section in the soft soil stratum and the water.
Drawings
FIG. 1 is a cross-sectional view of an embodiment of the present invention;
FIG. 2 is a schematic illustration of fender pile construction according to an embodiment of the invention;
FIG. 3 is a schematic view of an embodiment of the invention showing the fender post and the artificial foundation bed;
fig. 4 is a cross-sectional view of a shaft in an embodiment of the invention;
FIG. 5 is an enlarged view of the portion A of FIG. 4;
fig. 6 is a schematic view of temporary closure of a shaft door opening in an embodiment of the present invention;
FIG. 7 is a schematic illustration of the engagement of the fender post, guide cable and tunnel on an artificial foundation bed in accordance with an embodiment of the present invention;
fig. 8 is a schematic view of guard posts, guide cables, tunnels and filling with a setting compound on an artificial foundation bed according to an embodiment of the present invention.
Detailed Description
Referring to fig. 1 to 8, the present invention provides a masking type tunnel on an underwater rock foundation, which includes:
the two vertical shafts 1 are respectively arranged on the bank sides of two banks in the water area 100 to be penetrated through of the tunnel, a weak permeable soil body or a impermeable soil body 200 with the length of more than 30m is reserved between the vertical shafts 1 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 rock foundation bed at the bottom of the water; a side wall of the two shafts 1 through which the prefabricated tunnel pipe sections 51 pass is processed with a door opening 101 (taking the shaft 1 as an example, the same below) matched with the prefabricated tunnel pipe sections 51, and the upper and lower or left and right centers of the inner edge of the door opening 101 are provided with notches 102; paving a section of artificial foundation bed 2 on the underwater rock foundation bed of the water area 100 to be penetrated between the two vertical shafts 1 by using crushed stones, wherein the width of the artificial foundation bed 2 is 5-80 m, the height of the artificial foundation bed is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area 100 to be penetrated between the two vertical shafts 1;
two rows of fender piles 3 are arranged in parallel, are arranged in a crossing manner in the water area 100 to be penetrated and are driven into the artificial foundation bed 2, and two ends of the fender piles 3 correspond to the bank side of the vertical shaft 1; the distance between the two rows of fender piles 3 is larger than the diameter of the tunnel, the length of the two rows of fender piles 3 is larger than the length of the tunnel in the water area 100 to be penetrated, and the top ends of the fender piles 3 are 5-20 m higher than the surface of the artificial foundation bed 2;
two guide cables 4 respectively pass through gaps 102 arranged at the upper, lower, 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 joint 51 are arranged on the two guide cables 4 in a penetrating way; and a solidified mixture 7 is filled between the two rows of fender piles 3 and on the tunnel 5.
Preferably, the artificial foundation bed 2 is formed by paving bagged broken stones, each bag of broken stones weighs 20-100 kg, and the particle size of the broken stones is 20-100 mm.
Preferably, the fender pile is a steel sheet pile with a lock catch and is an interlocking pile formed by mutually interlocking connection, or a plurality of concrete pipe piles with lock catches and a matched profile steel are mutually connected to form the interlocking pile.
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 sand is 0.3-15 mm.
Preferably, the inorganic coagulation material comprises blast furnace granulated slag or steel slag, the grain size of the blast furnace granulated slag is 0.3-5 mm, and the grain size of the steel slag is 3-15 mm.
The invention relates to a method for building a masking tunnel on an underwater rock foundation, which comprises the following steps:
1) manufacturing two vertical shafts 1 which are respectively used as a driving well and a receiving well, processing door openings matched with the prefabricated tunnel pipe sections on one side wall of the driving well and the receiving well through which the prefabricated tunnel pipe sections pass, forming gaps in the upper center, the lower center, the left center and the right center of each door opening, 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 the water area 100 to be penetrated through of the tunnel, reserving a weak permeable soil body or a impermeable soil body 200 with the length of more than 30m between a vertical shaft and the shore side of the water area 100 to be penetrated through, and enabling the bottom of the vertical shaft to be higher than a rock foundation bed at the bottom of the water; paving a section of artificial foundation bed 2 on the underwater rock foundation bed of the water area to be penetrated between the two vertical shafts, wherein the width of the artificial foundation bed 2 is 5-80 m, the height of the artificial foundation bed is 5-50 m, and the length of the artificial foundation bed is not more than 100 lengths of the water area to be penetrated between the two vertical shafts 1;
3) sinking two rows of mutually parallel fender posts 3 in the artificial foundation bed through the piling platform 300 along the axial direction of the tunnel to be manufactured, see fig. 2; removing the covering soil layer between the double rows of fender piles 3 and finishing the surface to be flat
A complete tunnel foundation bed; the pile tops of the double rows of fender piles 3 are 5-20 m higher than the surface of the tunnel foundation bed; see fig. 3; 4) opening the gaps on the door openings of the driving well and the receiving well, respectively penetrating the two guide cables 4 with the connectors into the gaps on the door openings of the driving well and the receiving well, directionally drilling the guide cables to penetrate through the soil layers on the two sides of the shore to the middle of the water area 100 to be penetrated, and connecting the two guide cables 4 on the driving well and the receiving well into a whole; two guide cables 4 are tensioned, the two guide cables 4 are arranged above and below or on the left and right of the driving well and the receiving well door opening in parallel, and two ends of each guide cable 4 are anchored to the two vertical shafts 1 respectively;
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 the connecting ring 6 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 sent to a door opening, and the other half ring body of the connecting ring 6 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) 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 joint is connected with the first section of prefabricated tunnel pipe joint into a whole, the second section of prefabricated tunnel pipe joint is pushed by a jacking device to pass through a door opening to move towards the direction of a receiving well, and the second section of prefabricated tunnel pipe joint 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 (3) filling a solidification mixture 7 between the two rows of fender piles 3 and the tunnel 5, wherein the elevation of the top surface of the solidification mixture 7 corresponds to the pile top of the two rows of interlocking piles 3 and is higher than the top surface of the tunnel 5, and after the solidification mixture is solidified, the underwater rock foundation upper shielding type tunnel is constructed.
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 the two rows of fender piles is 2-20 m, and the top elevations of the fender piles are consistent and 5-20 m 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 joint to maintain that the buoyancy is smaller than the gravity, after the solidified mixture is solidified, a shield type tunnel on the underwater rock foundation 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 0.3-15 mm; wherein the particle size of the sand and/or gravel is 0.3-15 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 0.3-5 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 penetrate through the door opening and move towards the receiving well, and meanwhile, an expansion sealing material is injected into a shoreside soil layer which is outside the prefabricated tunnel pipe joint and within one time of the radius of the tunnel at a hydrostatic pressure value of 2-5 times, so that water seepage to the driving well is prevented.
Preferably, the intumescent sealing material comprises a polyurethane foam.
Examples
A method for building a shelter type tunnel on an underwater rock foundation comprises the following steps:
1) paving a section of artificial foundation bed on an underwater rock foundation of a water area to be penetrated by bagged broken stones; each bag of crushed stone weighs 20-100 kg, and the particle size of the crushed stone is 20-100 mm; the bottom width of the artificial foundation bed is 31m
The width of the top part is 23m, the height is 7m, and the length is 290 m;
2) driving a well bank side to a receiving well bank side from a water area to be penetrated, sinking two lines of interlocking pile walls which are parallel to each other and are formed by mutually meshing concrete pipe piles with lock catches or steel piles with section steel sections in an artificial foundation bed by using a four-tower crawling type pile driving platform; the length of the concrete pipe pile is 40m, the length of the steel pile is 40m, the diameter of the section of the concrete pipe pile is 1200mm, the length of a web plate of the H-shaped steel section of the steel pile is 2000mm, and the length of a flange plate is 200 mm; the concrete pipe pile is formed by longitudinally connecting two sections of concrete pipe piles with locking buckles, the cross sections of the two sections are the same, the joint of the two sections can only transmit pressure but can not transmit pulling force, the top of the concrete pipe pile is 13m higher than the surface of the artificial foundation bed, and the length of the concrete pipe pile is equal to 20 m; utilizing double towers of the piling platform close to the shore side of the receiving well and piling hammers respectively hung on the double towers to mutually interlock and primarily drive the concrete pipe piles or steel piles into the artificial foundation bed, wherein the pile tops are higher than the water surface; then, pulling out the concrete pipe piles by using double towers of the piling platform close to the driving shaft bank side and pile pulling devices hung on the double towers respectively; or cutting off the steel pile at the elevation position of the top of the concrete tubular pile, leaving the lower section of the steel pile, and pulling out the upper section of the steel pile; four crawling feet and eight crawling feet are respectively arranged on two sides below the piling platform;
the eight crawling feet are temporarily fixed above the initially-driven concrete pipe pile or steel pile during piling, and move away from the bank side of the driving shaft on the initially-driven concrete pipe pile or steel pile at intervals of piling; the horizontal distance of the central axes of two rows of interlocking piles formed by concrete pipe piles or steel piles is equal to 16 m; the top elevations of the concrete pipe piles or the steel piles are consistent, are 15m below the average water level and are 13m higher than the surface of the artificial foundation bed;
3) respectively arranging a driving well and a receiving well which are rectangular in plan view on two banks of a water area to be crossed; the well wall closest to the two is called an inner side wall, the well wall farthest from the two is called an outer side wall, the static distance between the inner side walls of the two is 399m, and an impermeable sticky soil body with the length of 49.5m is reserved between the two and a water area to be penetrated;
4) the height of the driving well is 32.4m, the length is 25.5m, and the width is 16 m; the left side wall, the right side wall, the inner side wall and the bottom plate are of a reinforced concrete structure with the thickness of 0.5m, and the outer 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 101 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 notch 102 is formed right below the circular door opening 101, the lower half part of the notch is a semicircle with the diameter of 0.52m, the upper half part of the notch is a rectangle with the width of 0.52m and the height of 0.21m, and the notch is communicated with the door opening; another notch 102 is arranged right above the circular door opening 101, the upper half part of the notch is a semicircle with the diameter of 0.52m, the lower half part of the notch is a rectangle with the width of 0.52m and the height of 0.21m, and the upper notch 102 and the lower notch 102 are communicated with the door opening 101; the gap 102 and the door opening 101 are temporarily closed;
opening a door opening gap of the driving well, penetrating through the gap and the impermeable sticky soil body, and respectively ejecting out the cable with the joint towards the receiving well;
opening a door opening notch on the receiving well, penetrating through the notch and the impermeable sticky soil body, and respectively ejecting out the cables with the connectors towards the driving well direction;
connecting the joints of the two cables in the water area, and connecting the two cables into one cable; the diameter of the cable is 0.4m, the cable is a composite cable formed by a chemical fiber inner core and an outer winding steel cable, and the average mass density is approximately equal to the mass density of water;
one end of the tensioning cable penetrates through the 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; one end of the tensioning cable penetrates through a gap on 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 the notch on the inner side wall of the receiving well and is fixed on the outer side wall of the receiving well;
5) the prefabricated tunnel pipe joints are steel pipes or steel pipe concrete pipes, the central axis of each prefabricated tunnel pipe joint is a straight line, the cross section is circular, and the side view surface is rectangular; the outer diameter of the cross section of each prefabricated tunnel pipe joint is 10m, and the length of a shaft line segment in each prefabricated tunnel pipe joint is 20 m;
6) a connecting ring is arranged at the anchor ingot and driving well, a cable can pass through the connecting ring, and the outer part of the connecting ring can pass through the notch; the connecting ring is arranged, the cable can pass through the connecting ring, and the outer part of the connecting ring can pass through the notch; each connecting ring can divide a complete ring into two sections in advance, and the two sections are connected into the complete ring after being respectively installed and penetrated through the cable;
7) placing the 1 st section of the prefabricated tunnel pipe section in a driving well, fixedly connecting a connecting ring to the right lower side of the prefabricated tunnel pipe section, and fixedly connecting the connecting ring to the right upper side of the prefabricated tunnel pipe section; arranging a head closed end plate at one end of the prefabricated tunnel pipe joint at the 1 st section close to the receiving well, pushing the prefabricated tunnel pipe joint to pass through the door opening and move towards the receiving well by using a tunnel jacking device in the driving well, sequentially passing the connecting ring through the gap, and arranging a balance weight in the prefabricated tunnel pipe joint to maintain the buoyancy slightly smaller than the gravity;
8) arranging a connecting ring at the driving well to penetrate through the cable, and arranging the connecting ring to penetrate through the cable; each connecting ring is divided into two sections, and the two sections are connected into a complete ring after being respectively installed and penetrated through a cable;
9) placing the 2 nd section of the prefabricated tunnel pipe section in the driving well, and fixedly connecting the connecting ring to the prefabricated tunnel pipe section
Fixedly connecting the connecting ring to the right upper side of the prefabricated tunnel pipe joint at the right lower side of the tunnel pipe joint; 10) the method comprises the following steps that a bolt connection or welding method is adopted, the prefabricated tunnel pipe joint at the 2 nd section is in butt joint with the prefabricated tunnel pipe joint adjacent to the receiving well in the direction of the receiving well, then a jacking device in a driving well is used for jacking the prefabricated tunnel pipe joint to move towards the receiving well, a connecting ring penetrates through a gap in sequence, the connecting ring penetrates through the gap in sequence, and meanwhile a balance weight is arranged in a tunnel which is partially penetrated so as to maintain that the buoyancy is slightly smaller than the gravity;
11) repeating the steps 9) to 11), finishing the installation of the 20 th section of the prefabricated tunnel pipe section, and jacking all the pipe sections which are connected in a penetrating way to a preset position, wherein the head closed end plate of the prefabricated tunnel pipe section reaches a receiving well and penetrates through a door opening; all the prefabricated tunnel pipe joints which are in through connection are arranged between the two rows of the interlocking piles which are sunk, and the height of the prefabricated tunnel pipe joints is lower than the height of the tops of the two rows of the interlocking piles;
12) removing the head closed end plate 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 prefabricated tunnel pipe section close to the driving well with the driving well; thus, the tunnel which is in through connection is connected with the driving well and the receiving well at two ends to form two parallel through-connected whole bodies;
13) blowing and filling a mixture consisting of sand, gravel, blast furnace granulated slag, ground steel slag and other gelled particles between two rows of chain piles and tunnels, wherein the chain piles are formed by mutually meshing concrete pipe piles with latches or steel piles with section steel sections, the particle size of the mixture is 0.3-15 mm, and the volume ratio of the blast furnace granulated slag, the ground steel slag and other gelled particles is less than 40%; the elevation of the top surface of the mixture is lower than the pile tops of the double rows of interlocking piles and higher than the top surface of the tunnel; and after the mixture is solidified, constructing a masking tunnel in the soft soil foundation under the water, then gradually removing the balance weight arranged in the tunnel, constructing facilities in the tunnel, and maintaining the buoyancy slightly smaller than the gravity.
Claims (15)
1. A masked tunnel on an underwater rock foundation, comprising:
the two vertical shafts are respectively arranged on the shore 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 with the length of more than 30m is reserved between the vertical shafts and the shore sides of the water area to be penetrated through, and the bottom of each vertical shaft is higher than the rock bed at the bottom; 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, and forming gaps in the upper and lower or left and right centers of the inner edges of the door openings; paving a section of artificial foundation bed on the underwater rock foundation bed of the water area to be penetrated between the two vertical shafts by using crushed stones, wherein the width of the artificial foundation bed is 5-80 m, the height of the artificial foundation bed is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be penetrated between the two vertical shafts;
two rows of fender piles are arranged in parallel, are arranged in a water area to be penetrated in a spanning mode, and are driven into the artificial foundation bed, and two ends of each fender pile correspond to the side of a shaft bank; the distance between the two rows of fender piles is larger than the diameter of the tunnel, the length of the two rows of fender piles is larger than the length of the tunnel in the water area to be penetrated, and the top ends of the fender piles are 5-20 m higher than the surface of the artificial foundation 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; 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; and filling a solidification mixture between the two rows of fender piles and on the tunnel.
2. The shelter-type tunnel on the underwater rock foundation as claimed in claim 1, wherein the artificial foundation bed is laid by bagged crushed stones, each bag of crushed stones weighs 20-100 kg, and the particle size of the crushed stones is 20-100 mm.
3. A shelter type tunnel on an underwater rock foundation as claimed in claim 1, wherein the fender pile is an interlocking pile formed by mutually interlocking and connecting steel plate piles with latches, or an interlocking pile formed by mutually connecting a plurality of concrete pipe piles with latches and matched profile steel.
4. The masked tunnel on an underwater rock foundation of claim 1, wherein: the set mixture 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 0.3-15 mm.
5. The masked tunnel on an underwater rock foundation of 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 0.3-5 mm, and the grain size of the steel slag is 3-15 mm.
6. A method of constructing a masked tunnel on an underwater rock substrate as claimed in any one of claims 1 to 5, wherein: the method comprises the following steps:
1) manufacturing two vertical shafts which are respectively used as a driving well and a receiving well, processing a door opening matched with the prefabricated tunnel pipe section on one side wall of the driving well and the receiving well through which the prefabricated tunnel pipe section passes, forming a notch in the upper and lower or left and right center of the door opening, and temporarily sealing the door opening and the notch;
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 a vertical shaft and the shore side of the water area to be penetrated through, and enabling the bottom of the vertical shaft to be higher than a rock foundation bed at the bottom of the water; paving a section of artificial foundation bed on the underwater rock foundation bed of the water area to be penetrated between the two vertical shafts by using crushed stones, wherein the width of the artificial foundation bed is 5-80 m, the height of the artificial foundation bed is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be penetrated between the two vertical shafts;
3) sinking two rows of parallel guard piles in the artificial foundation bed along the axial direction of the tunnel to be manufactured; clearing the covering soil layer between the double rows of fender piles, and finishing the tunnel foundation bed with a smooth surface; the pile tops of the double rows of fender piles are 5-20 m higher than the surface of the tunnel foundation bed;
4) opening the notches of the door openings of the driving well and the receiving well, respectively penetrating two guide cables with joints into the notches of the door openings of the driving well and the receiving well, directionally drilling to penetrate through soil layers on the two sides of the shore 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 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, and two ends of each guide cable are anchored to the two vertical shafts respectively;
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) 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 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 two rows of fender piles and the tunnel, wherein the elevation of the top surface of the solidification mixture corresponds to the pile tops of the two rows of interlocking piles and is higher than the top surface of the tunnel, and constructing the shield type tunnel on the underwater rock foundation after the solidification mixture is solidified.
7. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6, wherein: the bottom of the driving well and the bottom of the receiving well are higher than the surface of the artificial foundation bed.
8. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6, wherein: 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.
9. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6, wherein: the horizontal distance between two rows of fender piles is 2-20 m, and the top elevations of the fender piles are consistent and 5-20 m higher than the surface of the tunnel foundation bed.
10. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6, wherein: 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.
11. A method of constructing a sheltered tunnel on an underwater rock foundation as claimed in claim 6 or 10, characterized by: the diameter of the guide cable is 100-1000 mm.
12. A method of constructing a sheltered tunnel on an underwater rock foundation as claimed in claim 6 or 10 or 11, which is characterized by: 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%.
13. The method of constructing a sheltered tunnel on an underwater rock foundation as claimed in claim 6, wherein: and arranging a balance weight in the perforated prefabricated tunnel pipe joints to maintain the buoyancy smaller than the gravity, constructing an underwater rock foundation upper shielding type tunnel after the solidified mixture is solidified, then gradually dismantling the arrangement of the balance weight in the tunnel, constructing a facility in the tunnel, and maintaining the buoyancy smaller than the gravity.
14. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6, wherein: the particle size of the solidified mixture is 0.3-15 mm; wherein the particle size of the sand and/or gravel is 0.3-15 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 0.3-5 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%.
15. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6, wherein: 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 a shoreside soil layer within a range of one time of the tunnel radius outside the prefabricated tunnel pipe joint at a hydrostatic pressure value of 2-5 times, preferably, the expansion sealing material is a polyurethane foam material.
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