CN114960755B - Masking tunnel on underwater rock foundation and construction method thereof - Google Patents
Masking tunnel on underwater rock foundation and construction method thereof Download PDFInfo
- Publication number
- CN114960755B CN114960755B CN202110219789.XA CN202110219789A CN114960755B CN 114960755 B CN114960755 B CN 114960755B CN 202110219789 A CN202110219789 A CN 202110219789A CN 114960755 B CN114960755 B CN 114960755B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- section
- prefabricated
- piles
- door opening
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000011435 rock Substances 0.000 title claims abstract description 47
- 230000000873 masking effect Effects 0.000 title claims description 8
- 238000010276 construction Methods 0.000 title description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 75
- 239000000203 mixture Substances 0.000 claims abstract description 32
- 238000000034 method Methods 0.000 claims abstract description 28
- 239000004575 stone Substances 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 64
- 239000010959 steel Substances 0.000 claims description 64
- 239000002689 soil Substances 0.000 claims description 40
- 239000004567 concrete Substances 0.000 claims description 30
- 239000002893 slag Substances 0.000 claims description 27
- 239000000463 material Substances 0.000 claims description 13
- 238000007711 solidification Methods 0.000 claims description 12
- 230000008023 solidification Effects 0.000 claims description 12
- 239000004576 sand Substances 0.000 claims description 11
- 239000002245 particle Substances 0.000 claims description 10
- 230000005484 gravity Effects 0.000 claims description 9
- 230000000149 penetrating effect Effects 0.000 claims description 9
- 239000002131 composite material Substances 0.000 claims description 7
- 239000000835 fiber Substances 0.000 claims description 5
- 239000000126 substance Substances 0.000 claims description 5
- 238000004804 winding Methods 0.000 claims description 5
- 230000001112 coagulating effect Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 4
- 239000003566 sealing material Substances 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
- 239000011496 polyurethane foam Substances 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 description 17
- 238000005516 engineering process Methods 0.000 description 9
- 230000009193 crawling Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000000853 adhesive Substances 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011230 binding agent Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural 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)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Environmental & Geological Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
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 at the shore sides of two banks in the water area to be traversed by the tunnel, a door opening matched with a prefabricated tunnel pipe joint is processed on one side wall of each vertical shaft, and a notch is arranged at the center of the upper and lower or left and right of the inner edge of each door opening; paving a section of artificial foundation bed by broken stone on a water bottom rock foundation bed to be penetrated through a water area between the two vertical shafts; two rows of fender piles are arranged in parallel, are spanned in the water area to be penetrated, and are driven into the artificial foundation bed; the distance between two rows of fender piles is larger than the diameter of a tunnel, the length of each fender pile is larger than the length of the tunnel to be penetrated in the water area, and the top ends of the fender piles are higher than the surface of the artificial foundation bed; the two guide cables respectively penetrate through a door opening gap 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; a connecting ring is respectively arranged at the upper and lower parts or the left and right parts of the outer edge of the prefabricated tunnel pipe joint, and the connecting ring penetrates through the guide cable; and the solidifying mixture is filled 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 masked tunnel on an underwater rock foundation and a construction method thereof.
Background
The existing methods for constructing tunnels in soil layers or strata without underground water include an open excavation method, a hidden excavation method and the like, the existing methods for constructing tunnels in soil layers with underground water include a shield method, a pipe jacking method and the like, and the existing methods for constructing tunnels in water include a immersed tube method and a steel guide cable positioning pipe jacking method.
As disclosed in chinese patent application No. 201910481081.4, "an underwater inverted arch-shaped suspended tunnel and construction method using steel guide cables for positioning", and as disclosed in chinese patent application No. 201910481071.0, "an underwater inverted arch-shaped suspended double tunnel and construction method using steel guide cables for positioning", it adopts the arrangement of guide cables in water and jacking tunnel pipe joints in water.
The existing immersed tube tunnel technology relates to the conventional soil body backfilling of a foundation trench before the tunnel tube section is immersed and the conventional soil body is adopted to cover the tunnel tube section after the tunnel tube section is immersed and arranged, and a few of the existing immersed tube tunnel technologies relate to the conventional soil body covering the tunnel tube section. However, the immersed tube tunnel technology backfills and covers the soil with lower strength, and the covered soil is lower in strength and cannot be thick and heavy, so that the unexpected load from the two sides and the upper side of the tunnel is very weak to protect. The tunnel pipe joints are connected underwater, so that the technical difficulty is high and the cost is higher.
Disclosure of Invention
The invention aims to provide a masked 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 masking protection measures for the tunnel.
In order to achieve the above purpose, the technical scheme of the invention is as follows:
an underwater rock foundation upper shelter type tunnel, comprising:
two vertical shafts are respectively arranged on the shore sides of two banks in the water area to be traversed by the tunnel, weak permeable soil bodies or impermeable soil bodies with the length of more than 30m are reserved between the vertical shafts and the shore sides of the water area to be traversed, and the bottoms of the vertical shafts are higher than a water bottom rock foundation bed; a side wall of the two vertical shafts, through which the prefabricated tunnel pipe sections penetrate, is provided with a door opening matched with the prefabricated tunnel pipe sections, and the upper and lower or left and right centers of the inner edges of the door opening are provided with notches; a section of artificial foundation bed is paved on the underwater rock foundation bed of the water area to be traversed between the two vertical shafts by broken stone, the width of the artificial foundation bed is 5-80 m, the height is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be traversed between the two vertical shafts;
Two rows of fender piles are arranged in parallel, are spanned in the water area to be penetrated, and are driven into the artificial foundation bed, and two ends of each fender pile correspond to the shaft bank side; the distance between two rows of fender posts is larger than the diameter of a tunnel, the lengths of the two rows of fender posts are larger than the length of the tunnel to be penetrated in the water area, and the top ends of the fender posts are 5-20 m higher than the surface of the artificial foundation bed;
Two guide cables respectively pass through notches arranged at the upper and lower or left and right centers of a door opening of one side wall of the two vertical shafts to be stretched horizontally, and two ends of the guide cables are respectively anchored in 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 at the upper and lower or left and right sides of the outer edge of the cross section of each section of prefabricated tunnel pipe joint; 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 the solidifying mixture is filled between the two rows of fender piles and on the tunnel.
Preferably, the artificial foundation bed is formed by paving bagged gravels, each bag of gravels has a weight of 20-100 kg, and the particle size of the gravels is 20-100 mm.
Preferably, the guard piles are interlocking piles formed by mutually meshed and connected steel sheet piles with lock catches, or interlocking piles formed by mutually connecting a plurality of concrete pipe piles with lock catches and matched profile steel.
Preferably, the setting mixture includes: sand and/or gravel, in a volume ratio greater than 60%; an inorganic coagulant material, which occupies less than 40% by volume; 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 constructing a masked tunnel on an underwater rock foundation, which comprises the following steps:
1) Two vertical shafts are manufactured and respectively used as a driving well and a receiving well, a side wall of the driving well and the receiving well, which is used for a prefabricated tunnel pipe joint to pass through, is provided with a door opening matched with the prefabricated tunnel pipe joint, the center of the door opening is provided with a notch at the upper and lower or left and right sides, and the door opening and the notch are provided with temporary closed structures;
2) The driving well and the receiving well are respectively arranged at the sides of two sides of the water area to be traversed by the tunnel, a weak permeable soil body or a impermeable soil body with the length of more than 30m is reserved between the vertical shaft and the sides of the water area to be traversed, and the bottom of the vertical shaft is higher than a water bottom rock foundation bed; a section of artificial foundation bed is paved on the underwater rock foundation bed of the water area to be traversed between the two vertical shafts by broken stone, the width of the artificial foundation bed is 5-80 m, the height is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be traversed between the two vertical shafts;
3) Sinking two rows of parallel fender piles into the artificial foundation bed along the axial direction of the tunnel to be manufactured; removing an overburden layer between the double rows of fender piles, and finishing a tunnel foundation bed with a smooth surface; the pile tops of the double-row guard piles are 5-20m higher than the surface of the tunnel foundation bed; the guard piles are interlocking piles formed by mutually meshed and connected steel sheet piles with lock catches or interlocking piles formed by mutually connecting a plurality of concrete pipe piles with lock catches and matched profile steel;
4) Opening gaps on a driving well and a receiving well door opening, respectively penetrating two guide cables with joints into the gaps on the driving well and the receiving well door opening, directionally drilling through the shoreside soil layers 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 in parallel on the upper and lower sides or left and right sides of the driving well and the receiving well door opening;
5) The first section of prefabricated tunnel pipe joint is sent into a driving well, the prefabricated tunnel pipe joint is a steel pipe or a steel pipe concrete pipe, and the cross section of the prefabricated tunnel pipe joint is a half ring body of a 180-degree installation connecting ring up and down or left and right; the first section of prefabricated tunnel pipe joint is sent 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 move towards the receiving well through the door opening by using the jacking device, and reserving a part of the first section of prefabricated tunnel pipe section to be positioned in the driving well; the front end of the first section of prefabricated tunnel pipe joint is provided with a closed end plate;
6) The second section of prefabricated tunnel pipe joint is sent into a 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 section of 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 to move towards the receiving well through the door opening by the jacking device, and the second section of prefabricated tunnel pipe section is reserved to be partially positioned in the driving well;
7) Repeating the step 5) to sequentially send the N sections of prefabricated tunnel pipe joints into a driving well, and pushing the N sections of prefabricated tunnel pipe joints to pass through a door opening after connecting the previous section of prefabricated tunnel pipe joint 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 sections which are connected in a penetrating way are sunk between two rows of fender posts, and the top surfaces of the prefabricated tunnel pipe sections are lower than the tops of the two rows of fender posts; removing a head closed end plate of the first section of prefabricated tunnel pipe joint and connecting the head closed end plate with a receiving well;
8) And (3) filling the solidified mixture between the two rows of fender piles and the tunnel, wherein the elevation of the top surface of the solidified mixture corresponds to the pile tops of the double rows of interlocking piles and is higher than the top surface of the tunnel, and constructing the masked tunnel on the underwater rock foundation after the solidified mixture is solidified.
Preferably, the bottoms of the drive well and 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 sheet pile is more than or equal to 800mm.
Preferably, the horizontal distance between the two rows of fender posts is 2-20 m, and the elevation of the top ends of the fender posts is consistent and is 5-20 m higher than the surface of the tunnel foundation bed.
Preferably, the maximum lateral deviation of the guide cable in the control water is less than 2 times the diameter of the guide cable, and the maximum lateral deviation of the guide cable in the shoreside soil region is less than 0.5 times the diameter of the guide cable.
Preferably, the diameter of the guide cable is 100-1000 mm.
Preferably, the guide cable is a composite cable formed by winding a steel cable on the outer side and the chemical fiber inner core, and the average mass density of the composite cable is not more than +/-5% different from that of water.
Preferably, a counterweight is arranged in the penetrated prefabricated tunnel pipe section so as to maintain the buoyancy to be less than the gravity, a buried tunnel on the underwater rock foundation is built after the solidification of the solidification mixture, then the counterweight is gradually removed from the tunnel, facilities in the tunnel are built, and the buoyancy is maintained to be less than the gravity.
Preferably, the particle size of the solidified mixture is 0.3-15 mm; wherein the grain diameter of the sand and/or the gravel is 0.3-15 mm, and the volume ratio is more than 60%; the grain diameter of the inorganic coagulating material blast furnace granulated slag is 0.3-5 mm, the grain diameter of the steel slag is 3-15 mm, and the volume ratio of the steel slag is less than 40%.
Preferably, in step 5), the prefabricated tunnel pipe joint is pushed to move towards the receiving well through the door opening by the jacking device, and meanwhile, the expansion sealing material is injected into the shore soil layer outside the prefabricated tunnel pipe joint within the radius range of one time of the tunnel at a hydrostatic pressure value of 2-5 times.
Preferably, the expansion seal material comprises polyurethane foam.
The invention has the beneficial effects that:
Compared with the 'underwater inverted arch-shaped suspended tunnel and construction method using steel guide cables for positioning' disclosed in China patent application No. 201910481081.4 and the 'underwater inverted arch-shaped suspended double tunnel and construction method using steel guide cables for positioning' disclosed in China patent application No. 201910481071.0, the invention adopts the directional jacking and connecting technology of simultaneously arranging the guide cables in a soft soil stratum and water, so that the soft soil stratum and the tunnel in water can be accurately positioned; the water-free operation in the sunk well at the side of the lower bank of the water surface can be implemented by adopting a water leakage prevention technology of jacking the tunnel pipe joint in the soft soil stratum and the water at the same time; the method adopts the two-side chain row piles and the solidified mixture with a certain later strength between the two-side chain row piles and the tunnel in a blowing-filling way, can provide masking protection for the tunnel to resist external mechanical load and effect, and can control the solidified mixture to have a certain weak alkaline material to have anti-corrosion protection effect on the masked tunnel steel.
The existing immersed tube tunnel technology does not relate to the protection of two-side chain row piles, the backfill and covered soil body has lower strength, and the covered soil body has lower strength and can not be thick and heavy, so that the protection on the unexpected load from two sides and above the tunnel is very weak. The invention adopts a technology for hydraulic filling of the solidification mixture between the chain row piles at two sides and the tunnel and controlling the masking protection of the solidification mixture with certain strength to the tunnel; in addition, the solidification mixture adopts inorganic binders such as blast furnace granulated slag, steel slag and the like to be alkalescent, and has anti-corrosion protection effect on the masked tunnel steel.
The existing pipe jacking tunnel technology only jacks in tunnel pipe joints in soft soil stratum. The invention adopts the directional jacking and connecting technology that the guiding cable is arranged in the soft soil stratum and the water at the same time, and can implement the operation of jacking the tunnel pipe joint 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 view of fender post construction in an embodiment of the present invention;
FIG. 3 is a schematic view of a fender post and an artificial foundation according to an embodiment of the present invention;
Fig. 4 is a sectional view of a shaft in an embodiment of the present invention;
FIG. 5 is an enlarged schematic view of portion A of FIG. 4;
FIG. 6 is a schematic view of a temporary shaft door opening closure in an embodiment of the invention;
FIG. 7 is a schematic view of the cooperation of a fender post, a guide cable and a tunnel on an artificial foundation according to an embodiment of the present invention;
FIG. 8 is a schematic illustration of a fender post, pilot cable, tunnel, and filled setting mixture on an artificial foundation according to an embodiment of the present invention.
Detailed Description
Referring to fig. 1 to 8, the underwater rock foundation upper shelter tunnel according to the present invention comprises:
Two vertical shafts 1 are respectively arranged on the shore sides of two banks in the water area 100 to be traversed by 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 shore of the water area 100 to be traversed, and the bottom of each vertical shaft 1 is higher than a water bottom rock foundation bed; a door opening 101 (taking a vertical shaft 1 as an example and the same as the lower part) matched with the prefabricated tunnel pipe joint 51 is processed on one side wall of the two vertical shafts 1 for the prefabricated tunnel pipe joint 51 to pass through, and a notch 102 is arranged in the center of the upper and lower or left and right of the inner edge of the door opening 101; a section of artificial foundation bed 2 is paved on the underwater rock foundation bed of the water area 100 to be traversed between the two vertical shafts 1 by broken stone, the width of the artificial foundation bed 2 is 5-80 m, the height 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 traversed between the two vertical shafts 1;
Two rows of fender piles 3 are arranged in parallel, are spanned in the water area 100 to be traversed, are driven into the artificial foundation bed 2, and two ends of the fender piles 3 correspond to the shore sides of the vertical shaft 1; the distance between the two rows of fender posts 3 is larger than the diameter of the tunnel, the length of the two rows of fender posts 3 is larger than the length of the tunnel in the water area 100 to be traversed, and the top ends of the fender posts 3 are 5 m-20 m higher than the surface of the artificial foundation bed 2;
Two guide cables 4 respectively pass through notches 102 arranged at the upper and lower or left and right centers of a side wall door opening 101 of the two vertical shafts 1 to be stretched horizontally, and two ends of the guide cables 4 are respectively anchored in 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 outer edge of the cross section of each section of prefabricated tunnel pipe joint 51 is respectively provided with a connecting ring 6 up and down or left and right; the connecting rings 6 arranged up and down or left and right of each section of prefabricated tunnel pipe joint 51 are penetrated on the two guide cables 4; and a solidification 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 gravels, each bag of gravels has a weight of 20-100 kg, and the particle size of the gravels is 20-100 mm.
Preferably, the guard piles are interlocking piles formed by mutually meshed and connected steel sheet piles with lock catches, or interlocking piles formed by mutually connecting a plurality of concrete pipe piles with lock catches and matched profile steel.
Preferably, the setting mixture includes: sand and/or gravel, in a volume ratio greater than 60%; an inorganic coagulant material, which occupies less than 40% by volume; wherein the grain diameter 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 constructing a masked tunnel on an underwater rock foundation, which comprises the following steps:
1) Two vertical shafts 1 are manufactured and respectively used as a driving well and a receiving well, a side wall of the driving well and the receiving well, which is used for a prefabricated tunnel pipe joint to pass through, is provided with a door opening matched with the prefabricated tunnel pipe joint, the center of the door opening is provided with a notch at the upper and lower or left and right sides, and the door opening and the notch are provided with temporary closed structures;
2) The driving well and the receiving well are respectively arranged on the shore sides of two banks in the water area 100 to be traversed by 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 shaft and the shore of the water area 100 to be traversed, and the bottom of the vertical shaft is higher than a water bottom rock foundation bed; a section of artificial foundation bed 2 is paved on the underwater rock foundation bed of the water area to be traversed between the two vertical shafts by broken stone, the width of the artificial foundation bed 2 is 5-80 m, the height is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be traversed 100 between the two vertical shafts 1;
3) Sinking two rows of parallel fender piles 3 in the artificial foundation bed along the axial direction of the tunnel to be manufactured through a pile driving platform 300, see fig. 2; removing an overburden layer between the double rows of fender piles 3, and finishing a tunnel foundation bed with a smooth surface; the pile tops of the double-row guard piles 3 are 5-20 m higher than the surface of the tunnel foundation bed; see fig. 3;
4) Opening gaps on a driving well and a receiving well door opening, respectively penetrating two guide cables 4 with joints into the gaps on the driving well and the receiving well door opening, directionally drilling through the shoreside soil layers at two sides to the middle of a water area 100 to be penetrated, and connecting the two guide cables 4 on the driving well and the receiving well into a whole; tensioning two guide cables 4 to enable the two guide cables 4 to be arranged in parallel on the upper and lower sides or the left and right sides of the door openings of the driving well and the receiving well, wherein two ends of the guide cables 4 are respectively anchored in the two vertical shafts 1;
5) The first section of prefabricated tunnel pipe joint is sent into a driving well, the prefabricated tunnel pipe joint is a steel pipe or a steel pipe concrete pipe, and the cross section of the prefabricated tunnel pipe joint is a half ring body of a 180-degree installation connecting ring 6 up and down or left and right; the first section of 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 move towards the receiving well through the door opening by using the jacking device, and reserving a part of the first section of prefabricated tunnel pipe section to be positioned in the driving well; the front end of the first section of prefabricated tunnel pipe joint is provided with a closed end plate;
6) The second section of prefabricated tunnel pipe joint is sent into a 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 section of 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 to move towards the receiving well through the door opening by the jacking device, and the second section of prefabricated tunnel pipe section is reserved to be partially positioned in the driving well;
7) Repeating the step 5) to sequentially send the N sections of prefabricated tunnel pipe joints into a driving well, and pushing the N sections of prefabricated tunnel pipe joints to pass through a door opening after connecting the previous section of prefabricated tunnel pipe joint 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 sections which are connected in a penetrating way are sunk between two rows of fender posts, and the top surfaces of the prefabricated tunnel pipe sections are lower than the tops of the two rows of fender posts; removing a head closed end plate of the first section of 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 tops 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, a masked tunnel on the underwater rock foundation 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 sheet pile is more than or equal to 800mm.
Preferably, the horizontal distance between the two rows of fender posts is 2-20 m, and the elevation of the top ends of the fender posts is consistent and is 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 winding a steel cable on the outer side and the chemical fiber inner core, and the average mass density of the composite cable is not more than +/-5% different from that of water.
Preferably, a counterweight is arranged in the penetrated prefabricated tunnel pipe section so as to maintain the buoyancy to be less than the gravity, a buried tunnel on the underwater rock foundation is built after the solidification of the solidification mixture, then the counterweight is gradually removed from the tunnel, facilities in the tunnel are built, and the buoyancy is maintained to be less than the gravity.
Preferably, the particle size of the solidified mixture is 0.3-15 mm; wherein the grain diameter of the sand and/or the gravel is 0.3-15 mm, and the volume ratio is more than 60%; the grain diameter of the inorganic coagulating material blast furnace granulated slag is 0.3-5 mm, the grain diameter 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 cable in the control water area is smaller than 2 times of the diameter of the guide cable, and the maximum lateral deviation of the guide cable in the shoreside soil layer area is smaller than 0.5 times of the diameter of the guide cable.
Preferably, in step 5), the pushing device pushes the prefabricated tunnel pipe joint to move towards the receiving well through the door opening, and simultaneously, the expansion sealing material is injected into the shore soil layer outside the prefabricated tunnel pipe joint within the radius range of one time of the tunnel at a 2-5 times of hydrostatic pressure value, so that water seepage to the driving well is prevented.
Preferably, the expansion seal material comprises polyurethane foam.
Examples
A method for constructing a masked tunnel on an underwater rock foundation comprises the following steps:
1) Paving a section of artificial foundation bed on an underwater rock foundation to be penetrated by a water area by using bagged broken stone; each bag of broken stone has the weight of 20-100 kg and the particle size of 20-100 mm; the width of the bottom of the artificial foundation bed is 31m, the width of the top of the artificial foundation bed is 23m, the height of the artificial foundation bed is 7m, and the length of the artificial foundation bed is 290m;
2) From the side of a driving well to the side of a receiving well of a water area to be traversed, a four-tower crawling pile driving platform is utilized to sink two rows of mutually parallel interlocking pile walls formed by mutually meshed concrete pipe piles or steel sheet piles with steel sections with lock catches in an artificial foundation bed; the length of the concrete pipe pile is 40m, the length of the steel sheet pile is 40m, the diameter of the section of the concrete pipe pile is 1200mm, the length of the web plate of the H-shaped steel section of the steel sheet pile is 2000mm, and the length of the flange plate is 200mm; the concrete pipe pile is formed by longitudinally connecting two sections of concrete pipe piles with lock catches, the section sizes of the two sections of the concrete pipe piles are the same, the connection parts of the two sections of the concrete pipe piles can only transmit pressure but cannot transmit tensile force, the top of the concrete pipe pile is higher than the surface 13m of the artificial foundation bed, and the length of the concrete pipe pile is equal to 20m; the pile driving platform is utilized to mutually engage and drive the concrete pipe piles or the steel sheet piles into the artificial foundation bed by the double towers close to the shore side of the receiving well and the pile driving hammers respectively hung on the double towers, wherein the pile top is higher than the water surface; then the double towers, of which the piling platforms are close to the side of the driving well bank, and pile pulling devices respectively hung on the double towers are utilized to pull out the concrete pipe piles; or cutting the steel sheet pile at the elevation of the top of the concrete pipe pile, leaving the lower section of the steel sheet pile, and pulling out the upper section of the steel sheet pile; four crawling feet are respectively arranged on two sides below the piling platform; eight crawling feet are temporarily fixed above the primary concrete pipe pile or the steel sheet pile during piling, and move away from the side of the driving well bank on the primary concrete pipe pile or the steel sheet pile during piling interval; the horizontal distance between the central axes of two rows of interlocking piles consisting of concrete pipe piles or steel sheet piles is equal to 16m; the elevation of the top ends of the concrete pipe piles or the steel sheet piles is consistent, the concrete pipe piles or the steel sheet piles 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 with rectangular top views on two sides of a water area to be traversed; the well wall with the nearest distance is called an inner side wall, the well wall with the farthest distance is called an outer side wall, and a water-proof adhesive soil body with the length of 49.5m is reserved between the static distance 399m of the inner side wall and the water area to be traversed;
4) The height of the driving well is 32.4m, the length is 25.5m, and the width is 16m; the left side wall, the right side wall, the inner side wall and the bottom plate are reinforced concrete structures with the thickness of 0.5m, and the outer side wall is 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 formed by taking the height of 5.95m above the surface of the bottom plate as the center of a circle in the center of the inner side wall; a notch 102 is formed right below the round door opening 101, the lower half part of the notch is semicircular with the diameter of 0.52m, the upper half part of the notch is rectangular 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 formed right above the round door opening 101, the upper half part of the notch is semicircular with the diameter of 0.52m, the lower half part of the notch is rectangular 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 notch 102 and the door opening 101 are temporarily closed;
Opening a door opening gap of the driving well, penetrating through the gap and the waterproof sticky soil body, and respectively ejecting cables with joints to the direction of the receiving well;
Opening a door opening gap on the receiving well, penetrating through the gap and the waterproof adhesive soil body, and respectively ejecting cables with joints to the direction of the driving well;
the joint on the two cables is connected in the water area, and the two cables are connected into one cable; the diameter of the cable is 0.4m, and 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 passes through the notch 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 the notch on the inner side wall of the driving well and is fixed on the outer side wall of the driving well; the other end passes 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 sections are steel pipes or concrete-filled steel pipes, the central axis of each section of prefabricated tunnel pipe section is a straight line, the cross section is circular, and the side view surface is rectangular; the outer diameter of the cross section of the prefabricated tunnel pipe joint is 10m, and the length of the axis segment of each section of prefabricated tunnel pipe joint is 20m;
6) A connecting ring is arranged at the position of the anchor rod and the driving well, the inside of the connecting ring can be penetrated by a cable, and the outside of the connecting ring can penetrate through a notch; a connecting ring is arranged, the inside of the connecting ring can be penetrated by a cable, and the outside of the connecting ring can be penetrated by a 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 through the cables;
7) Placing the segment 1 prefabricated tunnel pipe joint in a driving well, fixedly connecting a connecting ring to the right lower side of the prefabricated tunnel pipe joint, and fixedly connecting the connecting ring to the right upper side of the prefabricated tunnel pipe joint; a head closed end plate is arranged at one end, close to the receiving well, of the prefabricated tunnel pipe section of the 1 st section, then a tunnel jacking device in a driving well is utilized to push the prefabricated tunnel pipe section to pass through a door opening and move towards the receiving well, a connecting ring passes through a notch in turn, the connecting ring passes through the notch in turn, and a counterweight is arranged in the prefabricated tunnel pipe section so as 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 divides a complete ring into two sections in advance, and the two sections are connected into the complete ring after being respectively installed through the cable;
9) The 2 nd section of prefabricated tunnel pipe joint is placed in a driving well, and a connecting ring is fixedly connected with the prefabricated tunnel pipe joint
The connecting ring is fixedly connected to the right upper side of the prefabricated tunnel pipe joint at the right lower side of the tunnel pipe joint; 10 The 2 nd section of prefabricated tunnel pipe joint is connected with the adjacent prefabricated tunnel pipe joint in the direction of the receiving well in a butt joint manner by adopting a bolt connection or welding method, then the prefabricated tunnel pipe joint is pushed to move towards the direction of the receiving well by utilizing a jacking device in the driving well, the connecting ring sequentially passes through the notch, and meanwhile, a counterweight is arranged in the tunnel which is connected with the through part in a butt joint manner so as to maintain the buoyancy slightly smaller than the gravity;
11 Repeating the steps 9) to 11), finishing the installation of the 20 th section of prefabricated tunnel pipe section, and jacking all the through connected pipe sections to a preset position, wherein the head closed end plate of the prefabricated tunnel pipe section reaches the receiving well and passes through the door opening; all the prefabricated tunnel pipe joints which are connected in a penetrating way are arranged between two rows of submerged interlocking piles, and the height of the prefabricated tunnel pipe joints is lower than the height of the tops of the two rows of interlocking piles;
12 Removing the head sealing end plate of the prefabricated tunnel pipe joint and connecting with the receiving well; removing a jacking device of the driving well, and connecting one end of the prefabricated tunnel pipe joint, which is close to the direction of the driving well, with the driving well; thus, the two ends of the through-connected tunnel are connected with the driving well and the receiving well into two mutually parallel through integers;
13 The mixture composed of sand and gravel and cementing particles such as blast furnace granulated slag, grinding steel slag and the like is blown and filled between two rows of interlocking piles and tunnels which are formed by mutually meshed concrete tubular piles or steel sheet piles with profile steel sections, wherein the particle size of the mixture is 0.3-15 mm, and the volume ratio of the cementing particles such as the blast furnace granulated slag, the grinding steel slag and the like is less than 40%; the elevation of the top surface of the mixture is lower than the pile tops of the double-row interlocking piles and higher than the top surface of the tunnel; after the mixture is solidified, a masked tunnel in the underwater soft soil foundation is built, then the balance weight arranged in the tunnel is gradually removed, facilities in the tunnel are built, and the buoyancy is maintained to be slightly smaller than the gravity.
Claims (17)
1. A masked tunnel on an underwater rock foundation, comprising:
two vertical shafts are respectively arranged on the shore sides of two banks in the water area to be traversed by the tunnel, weak permeable soil bodies or impermeable soil bodies with the length of more than 30m are reserved between the vertical shafts and the shore sides of the water area to be traversed, and the bottoms of the vertical shafts are higher than a water bottom rock foundation bed; a side wall of the two vertical shafts, through which the prefabricated tunnel pipe sections penetrate, is provided with a door opening matched with the prefabricated tunnel pipe sections, and the upper and lower or left and right centers of the inner edges of the door opening are provided with notches; a section of artificial foundation bed is paved on the underwater rock foundation bed of the water area to be traversed between the two vertical shafts by broken stone, the width of the artificial foundation bed is 5-80 m, the height is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be traversed between the two vertical shafts;
Two rows of fender piles are arranged in parallel, are spanned in the water area to be penetrated, and are driven into the artificial foundation bed, and two ends of each fender pile correspond to the shaft bank side; the distance between two rows of fender posts is larger than the diameter of a tunnel, the lengths of the two rows of fender posts are larger than the length of the tunnel to be penetrated in the water area, and the top ends of the fender posts are 5-20 m higher than the surface of the artificial foundation bed;
Two guide cables respectively pass through notches arranged at the upper and lower or left and right centers of a door opening of one side wall of the two vertical shafts to be stretched horizontally, and two ends of the guide cables are respectively anchored in 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 at the upper and lower or left and right sides of the outer edge of the cross section of each section of prefabricated tunnel pipe joint; 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 the solidifying mixture is filled between the two rows of fender piles and on the tunnel.
2. The underwater rock foundation upper masking tunnel as claimed in claim 1, wherein the artificial foundation bed is formed by paving crushed stones in bags, each bag of crushed stone has a weight of 20-100 kg, and the particle size of the crushed stone is 20-100 mm.
3. The underwater rock foundation upper masking tunnel as claimed in claim 1, wherein the guard piles are interlocking piles formed by steel sheet piles with lock catches and mutually engaged and connected, or interlocking piles formed by mutually connecting a plurality of concrete pipe piles with lock catches and matched section steel.
4. The submerged rock-based upper shelter tunnel of claim 1, wherein: the setting mixture comprises: sand and/or gravel, in a volume ratio greater than 60%; an inorganic coagulant material, which occupies less than 40% by volume; wherein the grain size of the sand and/or the gravel is 0.3-15 mm.
5. The submerged rock foundation upper masking tunnel of claim 4, wherein: the inorganic coagulating material comprises blast furnace water slag or steel slag, the grain size of the blast furnace water 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 foundation as claimed in any one of claims 1 to 5, wherein: the method comprises the following steps:
1) Two vertical shafts are manufactured and respectively used as a driving well and a receiving well, a side wall of the driving well and the receiving well, which is used for a prefabricated tunnel pipe joint to pass through, is provided with a door opening matched with the prefabricated tunnel pipe joint, the center of the door opening is provided with a notch at the upper and lower or left and right sides, and the door opening and the notch are provided with temporary closed structures;
2) The driving well and the receiving well are respectively arranged at the sides of two sides of the water area to be traversed by the tunnel, a weak permeable soil body or a impermeable soil body with the length of more than 30m is reserved between the vertical shaft and the sides of the water area to be traversed, and the bottom of the vertical shaft is higher than a water bottom rock foundation bed; a section of artificial foundation bed is paved on the underwater rock foundation bed of the water area to be traversed between the two vertical shafts by broken stone, the width of the artificial foundation bed is 5-80 m, the height is 5-50 m, and the length of the artificial foundation bed is not more than the length of the water area to be traversed between the two vertical shafts;
3) Sinking two rows of parallel fender piles into the artificial foundation bed along the axial direction of the tunnel to be manufactured; removing an overburden layer between the double rows of fender piles, and finishing a tunnel foundation bed with a smooth surface; the pile tops of the double-row guard piles are 5-20m higher than the surface of the tunnel foundation bed; the guard piles are interlocking piles formed by mutually meshed and connected steel sheet piles with lock catches or interlocking piles formed by mutually connecting a plurality of concrete pipe piles with lock catches and matched profile steel;
4) Opening gaps on a driving well and a receiving well door opening, respectively penetrating two guide cables with joints into the gaps on the driving well and the receiving well door opening, directionally drilling through the shoreside soil layers 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 in parallel on the upper and lower sides or the left and right sides of the door opening of the driving well and the receiving well, wherein two ends of the guide cables are respectively anchored in the two vertical shafts;
5) The first section of prefabricated tunnel pipe joint is sent into a driving well, the prefabricated tunnel pipe joint is a steel pipe or a steel pipe concrete pipe, and the cross section of the prefabricated tunnel pipe joint is a half ring body of a 180-degree installation connecting ring up and down or left and right; the first section of prefabricated tunnel pipe joint is sent 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 move towards the receiving well through the door opening by using the jacking device, and reserving a part of the first section of prefabricated tunnel pipe section to be positioned in the driving well; the front end of the first section of prefabricated tunnel pipe joint is provided with a closed end plate;
6) The second section of prefabricated tunnel pipe joint is sent into a 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 section of 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 to move towards the receiving well through the door opening by the jacking device, and the second section of prefabricated tunnel pipe section is reserved to be partially positioned in the driving well;
7) Repeating the step 5) to sequentially send the N sections of prefabricated tunnel pipe joints into a driving well, and pushing the N sections of prefabricated tunnel pipe joints to pass through a door opening after connecting the previous section of prefabricated tunnel pipe joint 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 sections which are connected in a penetrating way are sunk between two rows of fender posts, and the top surfaces of the prefabricated tunnel pipe sections are lower than the tops of the two rows of fender posts; removing a head closed end plate of the first section of prefabricated tunnel pipe joint and connecting the head closed end plate with a receiving well;
8) And (3) filling the solidified mixture between the two rows of fender piles and the tunnel, wherein the elevation of the top surface of the solidified mixture corresponds to the pile tops of the double rows of interlocking piles and is higher than the top surface of the tunnel, and constructing the masked tunnel on the underwater rock foundation after the solidified mixture is solidified.
7. The method for constructing a masked tunnel on an underwater rock foundation according to claim 6, wherein: the bottoms of the driving well and the receiving well are higher than the surface of the artificial foundation bed.
8. The method for constructing a masked tunnel on an underwater rock foundation according to 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 sheet pile is more than or equal to 800mm.
9. The method for constructing a masked tunnel on an underwater rock foundation according to claim 6, wherein: the horizontal distance between the two rows of fender posts is 2-20 m, and the elevation of the top ends of the fender posts is consistent and is 5-20 m higher than the surface of the tunnel foundation bed.
10. The method for constructing a masked tunnel on an underwater rock foundation according to claim 6, wherein: the maximum lateral deviation of the guide cable in the control water area is smaller than 2 times of the diameter of the guide cable, and the maximum lateral deviation of the guide cable in the shoreside soil layer area is smaller than 0.5 times of the diameter of the guide cable.
11. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6 or 10, wherein: the diameter of the guide cable is 100-1000 mm.
12. A method of constructing a masked tunnel on an underwater rock foundation as claimed in claim 6 or 10, wherein: the guide cable is a composite cable formed by winding a steel cable on the outer side of the chemical fiber inner core, and the average mass density of the guide cable is not more than +/-5% of that of water.
13. The method for constructing a masked tunnel on an underwater rock foundation according to claim 11, wherein: the guide cable is a composite cable formed by winding a steel cable on the outer side of the chemical fiber inner core, and the average mass density of the guide cable is not more than +/-5% of that of water.
14. The method for constructing a masked tunnel on an underwater rock foundation according to claim 6, wherein: and arranging a counterweight in the penetrated prefabricated tunnel pipe section so as to maintain the buoyancy to be less than the gravity, constructing a shelter-type tunnel on the underwater rock foundation after the solidification of the solidified mixture, gradually dismantling the counterweight in the tunnel, constructing facilities in the tunnel, and maintaining the buoyancy to be less than the gravity.
15. The method for constructing a masked tunnel on an underwater rock foundation according to claim 6, wherein: the particle size of the solidified mixture is 0.3-15 mm; wherein the grain diameter of the sand and/or the gravel is 0.3-15 mm, and the volume ratio is more than 60%; the grain diameter of the inorganic coagulating material blast furnace granulated slag is 0.3-5 mm, the grain diameter of the steel slag is 3-15 mm, and the volume ratio of the steel slag is less than 40%.
16. The method for constructing a masked tunnel on an underwater rock foundation according to claim 6, wherein: in the step 5), the prefabricated tunnel pipe joint is pushed to move towards the receiving well through the door opening by the pushing device, and simultaneously, the expansion sealing material is injected into the shore soil layer outside the prefabricated tunnel pipe joint within the radius range of one time of the tunnel at a hydrostatic pressure value of 2-5 times.
17. The method for constructing a masked tunnel on an underwater rock foundation according to claim 16, wherein: the expansion sealing material is polyurethane foam material.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110219789.XA CN114960755B (en) | 2021-02-26 | 2021-02-26 | Masking tunnel on underwater rock foundation and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110219789.XA CN114960755B (en) | 2021-02-26 | 2021-02-26 | Masking tunnel on underwater rock foundation and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114960755A CN114960755A (en) | 2022-08-30 |
| CN114960755B true CN114960755B (en) | 2024-06-04 |
Family
ID=82972983
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110219789.XA Active CN114960755B (en) | 2021-02-26 | 2021-02-26 | Masking tunnel on underwater rock foundation and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114960755B (en) |
Citations (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH505943A (en) * | 1968-02-28 | 1971-04-15 | Kunz Alfred & Co | Method for producing a tunnel body |
| JPH09268588A (en) * | 1996-04-01 | 1997-10-14 | Fudo Constr Co Ltd | Vibration-resistant reinforcing method of submerged tunnel |
| JPH1161863A (en) * | 1997-08-08 | 1999-03-05 | Penta Ocean Constr Co Ltd | Caisson connecting device for underwater tunnel |
| JPH11336103A (en) * | 1998-05-28 | 1999-12-07 | Taisei Corp | Construction device for base of underwater tunnel |
| JP3010356B1 (en) * | 1998-11-19 | 2000-02-21 | 鹿島建設株式会社 | How to build a tunnel |
| CN1854397A (en) * | 2005-04-27 | 2006-11-01 | 黎达明 | Suspended submarine tunnel |
| KR100959301B1 (en) * | 2009-03-31 | 2010-06-01 | 유위열 | Tunnel structure object and tunnel and tunnel construction work method |
| CN101768981A (en) * | 2009-01-01 | 2010-07-07 | 严宏生 | Underwater tunnel-bridge |
| WO2010097642A1 (en) * | 2009-02-25 | 2010-09-02 | Loannis Lymberis | Hydraulic tie rod for construction projects |
| CN104532876A (en) * | 2014-12-17 | 2015-04-22 | 北京工业大学 | Deep see immersed type tunnel based on rigidity carrier |
| CN106013238A (en) * | 2016-05-31 | 2016-10-12 | 中铁第四勘察设计院集团有限公司 | Subsidence control method for soft and weak stratum large-earthing open trench tunnel |
| CN106761802A (en) * | 2017-01-18 | 2017-05-31 | 王燏斌 | A kind of submerged tunnel push pipe mole and its construction method |
| CN106988346A (en) * | 2017-03-24 | 2017-07-28 | 中国交通建设股份有限公司 | Immersed tube tunnel final joint and method for prefabricating, installation method |
| KR20180057770A (en) * | 2016-11-21 | 2018-05-31 | 현대건설주식회사 | Operation method and system of floating tunnel system of self floating adjustment for deep sea |
| CN109594587A (en) * | 2018-12-14 | 2019-04-09 | 黄夏羿 | Submerged floating tunnel structure, construction and its control method in water over strait |
| CN110258644A (en) * | 2019-06-04 | 2019-09-20 | 宝山钢铁股份有限公司 | A kind of underwater antiarch shape submerged floating tunnel and method of construction positioned using cable |
| JP2020033714A (en) * | 2018-08-28 | 2020-03-05 | 株式会社ウイングス | Drain pipe laying construction method |
| CN111254983A (en) * | 2020-01-20 | 2020-06-09 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel to one side under water to connect bank structure |
| CN111254981A (en) * | 2020-01-20 | 2020-06-09 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel structure to one side under water |
| CN111485579A (en) * | 2020-04-20 | 2020-08-04 | 中交第三航务工程局有限公司 | Bridge-tunnel transition conversion structure between suspension tunnel and deepwater suspension bridge |
| CN111877401A (en) * | 2020-07-28 | 2020-11-03 | 杜地 | Underwater traffic tunnel |
-
2021
- 2021-02-26 CN CN202110219789.XA patent/CN114960755B/en active Active
Patent Citations (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH505943A (en) * | 1968-02-28 | 1971-04-15 | Kunz Alfred & Co | Method for producing a tunnel body |
| JPH09268588A (en) * | 1996-04-01 | 1997-10-14 | Fudo Constr Co Ltd | Vibration-resistant reinforcing method of submerged tunnel |
| JPH1161863A (en) * | 1997-08-08 | 1999-03-05 | Penta Ocean Constr Co Ltd | Caisson connecting device for underwater tunnel |
| JPH11336103A (en) * | 1998-05-28 | 1999-12-07 | Taisei Corp | Construction device for base of underwater tunnel |
| JP3010356B1 (en) * | 1998-11-19 | 2000-02-21 | 鹿島建設株式会社 | How to build a tunnel |
| CN1854397A (en) * | 2005-04-27 | 2006-11-01 | 黎达明 | Suspended submarine tunnel |
| CN101768981A (en) * | 2009-01-01 | 2010-07-07 | 严宏生 | Underwater tunnel-bridge |
| WO2010097642A1 (en) * | 2009-02-25 | 2010-09-02 | Loannis Lymberis | Hydraulic tie rod for construction projects |
| KR100959301B1 (en) * | 2009-03-31 | 2010-06-01 | 유위열 | Tunnel structure object and tunnel and tunnel construction work method |
| CN104532876A (en) * | 2014-12-17 | 2015-04-22 | 北京工业大学 | Deep see immersed type tunnel based on rigidity carrier |
| CN106013238A (en) * | 2016-05-31 | 2016-10-12 | 中铁第四勘察设计院集团有限公司 | Subsidence control method for soft and weak stratum large-earthing open trench tunnel |
| KR20180057770A (en) * | 2016-11-21 | 2018-05-31 | 현대건설주식회사 | Operation method and system of floating tunnel system of self floating adjustment for deep sea |
| CN106761802A (en) * | 2017-01-18 | 2017-05-31 | 王燏斌 | A kind of submerged tunnel push pipe mole and its construction method |
| CN106988346A (en) * | 2017-03-24 | 2017-07-28 | 中国交通建设股份有限公司 | Immersed tube tunnel final joint and method for prefabricating, installation method |
| JP2020033714A (en) * | 2018-08-28 | 2020-03-05 | 株式会社ウイングス | Drain pipe laying construction method |
| CN109594587A (en) * | 2018-12-14 | 2019-04-09 | 黄夏羿 | Submerged floating tunnel structure, construction and its control method in water over strait |
| CN110258644A (en) * | 2019-06-04 | 2019-09-20 | 宝山钢铁股份有限公司 | A kind of underwater antiarch shape submerged floating tunnel and method of construction positioned using cable |
| CN111254983A (en) * | 2020-01-20 | 2020-06-09 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel to one side under water to connect bank structure |
| CN111254981A (en) * | 2020-01-20 | 2020-06-09 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel structure to one side under water |
| CN111485579A (en) * | 2020-04-20 | 2020-08-04 | 中交第三航务工程局有限公司 | Bridge-tunnel transition conversion structure between suspension tunnel and deepwater suspension bridge |
| CN111877401A (en) * | 2020-07-28 | 2020-11-03 | 杜地 | Underwater traffic tunnel |
Non-Patent Citations (2)
| Title |
|---|
| Dynamic Behavior of Submerged Floating Tunnel by Underwater Explosion;Lee, GyeHee;Journal of the Computational Structural Engineering Institute;20181226;第31卷(第5期);第215-226页 * |
| 大口径长距离急曲线顶管技术的应用;黄高飞;中国市政工程;20090825(04);第45-47、85页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114960755A (en) | 2022-08-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108979659B (en) | Reinforcing structure and method for underpass structure of soft soil water-rich large-section tunnel group | |
| CN203213124U (en) | Steel sheet pile and cement-mixed pile combined support | |
| CN108570997B (en) | Backfill cofferdam for sub-bin construction of submarine tunnel and construction method | |
| CN111101540A (en) | Construction method for passing existing electric power tunnel on open cut tunnel | |
| US6616380B1 (en) | Subterranean structures and methods for constructing subterranean structures | |
| CN115467370A (en) | Two-wing open type half-cover-excavation half-top-down construction method for large-span station | |
| CN113006112B (en) | Method for forming water guide channel around underground station | |
| WO2016175445A1 (en) | Cast-in-place concrete post using geotube and damage prevention device therefor, and construction method therefor | |
| CN109518674B (en) | Artificial island segment, assembled artificial island and construction method of assembled artificial island | |
| CN114960755B (en) | Masking tunnel on underwater rock foundation and construction method thereof | |
| CN108411934B (en) | Floating tubular pile, dam retaining structure and construction method thereof | |
| CN113266362B (en) | Top pipe cover excavation construction method for penetrating through existing dense anchor cable area | |
| CN114960756B (en) | Underwater net-hanging masking type tunnel and construction method thereof | |
| CN114960757B (en) | Calm subsurface net hanging masking type tunnel and construction method thereof | |
| CN113062338B (en) | Steel sheet pile cofferdam embedded in water and construction method thereof | |
| CN115162345A (en) | Yangtze river flood plain super-large deep foundation pit earthwork excavation tissue and construction method | |
| CN110144903B (en) | Construction method for foundation pit support in air defense cavity | |
| CN112593576A (en) | Coal mine air return vertical shaft wind cave construction method under high hydrostatic level impact layer condition | |
| CN114961763A (en) | Sheltering type tunnel in underwater soft soil foundation and construction method thereof | |
| RU2209268C1 (en) | Process of development of foundation pit | |
| JP3209503B2 (en) | Water intake / discharge equipment underwater construction method | |
| CN215053219U (en) | Water guide channel system of underground station | |
| CN114000445B (en) | Construction method for multi-hole side-by-side crossing hidden culvert | |
| CN212405174U (en) | Supporting structure and building of soft rock foundation pit at lower part of upper soil layer | |
| Cashman et al. | Groundwater Control for Tunnelling Projects |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |