CN111254981B

CN111254981B - Draw formula suspension tunnel structure to one side under water

Info

Publication number: CN111254981B
Application number: CN202010063382.8A
Authority: CN
Inventors: 徐立新; 时蓓玲; 赵辉; 孙洪春; 邱松; 杜宇; 孙旭; 莫亚思
Original assignee: CCCC Third Harbor Engineering Co Ltd; China Communications Construction Co Ltd
Current assignee: CCCC Third Harbor Engineering Co Ltd; China Communications Construction Co Ltd
Priority date: 2020-01-20
Filing date: 2020-01-20
Publication date: 2021-04-13
Anticipated expiration: 2040-01-20
Also published as: EP3865627B1; EP3865627A1; CN111254981A

Abstract

The invention discloses an underwater inclined-pulling type suspension tunnel structure which comprises an underwater suspension tunnel, a butt-joint shore structure, a guy cable anchorage system, a floating weight ratio adjusting system, an anti-collision warning system and an escape system. A butt-joint bank structure is respectively positioned on the bank slopes on the two sides; a pair of shore structures are each connected between both ends of the underwater floating tunnel and a pair of land slope tunnels. The underwater suspension tunnel is formed by connecting a plurality of sections of pipe joints; the cable anchorage system adopts a bidirectional single cable surface or a bidirectional double cable surface and comprises four cable receiving wells, four groups of cable steering piers, a cable ramp and a plurality of stay cables; the floating weight ratio adjusting system comprises a tunnel pipe joint inner floating weight ratio adjusting device and a shore structure inner floating weight ratio adjusting device; the anti-collision warning system comprises a warning buoy device and an underwater warning anchor cable device; the escape system comprises an automatic alarm system, an escape time prolonging system and an escape path. The underwater cable-stayed suspension tunnel structure is more reasonable in stress, and the influence of adverse sea conditions in the construction period is reduced.

Description

Draw formula suspension tunnel structure to one side under water

Technical Field

The invention relates to an underwater suspension tunnel, in particular to an underwater cable-stayed suspension tunnel structure.

Background

The underwater suspension Tunnel is called a 'focused Floating Tunnel' in English, and is called 'SFT' for short. Also called Archimedes bridge in Italy, abbreviated as PDA bridge. Generally, the system consists of a tubular body floating in water to a certain depth (the tubular body has a large space enough to meet the requirements of road and railway traffic), a support system (anchor cables anchored on a seabed foundation, piers or a water buoyancy tank) and structures on both sides. The deep water type water-saving transport vehicle is a novel structure for the transport vehicle to cross between two banks separated by deep water, is suitable for all the transport vehicles needing to pass through the water, can pass trains, automobiles, small motor vehicles and pedestrians, and can be made into service channels for passing through various pipelines and cables. The differences between the underwater suspension tunnel and the traditional buried tunnel or tunneling tunnel are as follows: the suspended tunnel structure is surrounded by water and is neither located on nor traversing the ground, but is held in a fixed position primarily by the weight of its own structure, the buoyancy experienced by the structure, and the anchoring forces of the support system. The floating tunnel is sealed around, and the structure has all the characteristics of a common tunnel and is considered to be a tunnel rather than a bridge from the use point of view.

The floating tunnel may be used to traverse different bodies of water, such as rivers, fjords, straits, lakes, etc., providing a possible and acceptable form of fixed spanning structure for those areas that are considered non-traversable due to deep water or large shoreside distances. The suspension tunnel is built at a certain depth under water, and compared with an open channel on the water surface and ferry transportation, the suspension tunnel is not influenced by severe weather such as stormy waves, fog, rain, snow and the like. On the premise of ensuring the same navigation capacity, compared with a bridge, the suspension tunnel has a gentle slope and a reduced total length, and the suspension tunnel does not influence the environment and natural landscapes in the building process and the use; when the water depth exceeds a certain span and the water depth, the unit cost of the suspension tunnel is not obviously improved along with the increase of the span length or the water channel depth, and the unit cost of the cable-stayed bridge and the suspension bridge is obviously increased along with the increase of the span.

Although the suspension tunnel has certain advantages compared with the scheme of cross-sea passages such as immersed tube tunnels, deep-buried tunnels, bridges and the like, the design and construction of the suspension tunnel are still a worldwide problem, and no established suspension tunnel exists so far. Currently, there are mainly 7 countries (norway, italy, japan, china, swiss, brazil, usa) in the world under study, and many technical problems found by the study are mainly: overall structural arrangement, tunnel materials, anchoring system structural style, tunnel connection style and shore connection structural design, tunnel structure feasibility, construction and operation risks and the like. Whether the problems can be solved or not determines whether the suspension tunnel can be moved to actual engineering from a feasible scheme or not.

In the research on the floating tunnel, the proposed structural types can be roughly divided into three types according to the relationship between the self gravity of the floating tunnel and the received buoyancy: float type, anchor type, pier column type. The float-type suspension tunnel is formed by suspending the tunnel on a float bowl on the water surface through an anchor cable or an anchor chain, the gravity of the tunnel is greater than the buoyancy, and the vertical direction of the tunnel is greatly influenced by the fluctuation of the tide level; the anchoring type suspension tunnel is characterized in that the tunnel is anchored below a seabed on the basis of an anchorage through tension legs or anchor cables, the gravity of the tunnel is smaller than the buoyancy, and the tunnel can displace or shake under the action of hydrodynamic force; the pier column is actually a tunnel bridge supported on the underwater pier column, and the construction difficulty is high and the manufacturing cost is high. Because the tunnel floats in water, the tunnel installation construction is influenced by wind, waves, currents, ship traveling waves and the like, the underwater positioning, underwater or overwater butt joint construction difficulty of the three types of tunnels is very high, and the comfort level and the safety risk in the underwater operation period are difficult to predict.

Disclosure of Invention

The invention aims to fill the blank of the prior art and provide an underwater cable-stayed suspension tunnel structure which is more reasonable in stress, reduces the influence of adverse sea conditions in the construction period and is more beneficial to control in the construction period, maintenance in the operation period and part replacement.

The purpose of the invention is realized as follows: an underwater cable-stayed suspension tunnel structure comprises a tunnel body, a shore connection structure, a cable anchorage system, a floating weight ratio adjusting system, an anti-collision warning system and an escape system; the shore connecting structures comprise pushing side shore structures and receiving side shore structures which are arranged on the pushing side coast and the receiving side coast in a one-to-one correspondence manner; the tunnel body comprises an underwater suspension tunnel, a pushing side land area slope tunnel and a receiving side land area slope tunnel; the water-facing end of the pushing side land area slope tunnel and the water-facing end of the receiving side land area slope tunnel are connected with the back water end of the pushing side shore structure and the back water end of the receiving side shore structure in a one-to-one correspondence manner; the underwater suspension tunnel is formed by connecting a plurality of sections of pipe joints, each section of pipe joint is internally divided into a tunnel upper layer, a tunnel middle layer and a tunnel lower layer by an upper partition plate and a lower partition plate, and the space of the tunnel upper layer is a process chamber; the middle layer of the tunnel is a tunnel traffic room; the lower layer of the tunnel is a water supply and drainage chamber; wherein the content of the first and second substances,

the top pushes away the side bank structure and includes in proper order from sea area to land area: the system comprises an underwater bank protection section, a starting section, a cave entrance section retaining wall, a cave entrance section, a waterside wall, a thrust section, a sealing section, a butt joint section, a pushing section, a horizontal transportation section and a backwater side wall; the butt joint section and the pushing section are arranged in a pipe joint connecting box which can be opened and closed; the receiving side shore structure comprises the following components from sea area to land area in sequence: the underwater retaining wall comprises an underwater bank protection section, a receiving section, a cave entrance section retaining wall, a cave entrance section, a waterside wall body, a pipe joint stabilizing section, a sealing section, a pipe joint solidifying section, a traction anchor section and a backwater side wall body;

the multiple sections of pipe joints of the underwater suspension tunnel are connected with joint water stopping materials through pipe joint joints, joint fasteners and joint filling materials; the tail part of the last section of pipe joint and the head part of the first section of pipe joint are positioned in the pushing side shore structure and the receiving side shore structure in a one-to-one correspondence manner, and the outer surface of the tail part of the last section of pipe joint and the inner surface of a pipe joint connecting box in the pushing side shore structure are consolidated through pouring concrete; the outer surface of the head of the first section of pipe joint is solidified with the inner surface of the pipe joint solidifying section in the receiving side shore structure through pouring concrete;

the cable anchorage system adopts a bidirectional single cable surface or a bidirectional double cable surface and comprises four cable receiving wells, four groups of cable steering piers, cable ramps and a plurality of stay cables; the four inhaul cable receiving wells are respectively arranged on the shore at the pushing side at two sides of the tunnel and the shore at the receiving side at two sides of the tunnel; each cable receiving well comprises a cable anchorage pier and a monitoring room; the four groups of cable steering piers are respectively arranged on pushing side coast bank slopes on two sides of the tunnel and receiving side coast bank slopes on two sides of the tunnel and are close to the four cable receiving wells one by one; the stay cable ramp is arranged on a bank slope between each group of stay cable steering piers and the corresponding stay cable receiving well; one ends of the plurality of stay cables are anchored on two side surfaces of the underwater suspension tunnel at intervals, and the other ends of the plurality of stay cables penetrate through a steering cable guider in the stay cable steering pier, extend to the ground along an underwater stay cable ramp and are anchored on a stay cable anchorage pier;

the floating weight ratio adjusting system comprises a tunnel pipe joint inner floating weight ratio adjusting device and a shore structure inner floating weight ratio adjusting device; the device for adjusting the floating weight ratio in the tunnel pipe joint is arranged in the water supply and drainage chamber of each section of pipe joint and comprises a drainage device, a water supply device and a water level monitor which are arranged in the water supply and drainage chamber of each section of pipe joint; the adjusting device for the internal buoyancy ratio of the shore connecting structure is arranged in a pushing side water pump room of the pushing side shore structure and a receiving side water pump room in the receiving side shore structure; the pushing side water pump room is transversely arranged on one side of the butt joint section in the pushing side shore structure, and the pushing side water pump room is communicated with the water supply and drainage chamber of the last section of pipe joint through a water delivery gallery; the receiving side water pump room is transversely arranged on one side of the pipe joint consolidation section in the receiving side shore structure, and the receiving side water pump room is communicated with the water supply and drainage chamber of the first section of pipe joint through a water delivery gallery;

the pushing side water pump room and the receiving side water pump room are respectively divided into a water storage chamber, a water delivery gallery chamber, a water supply valve chamber and a power and monitoring chamber from bottom to top;

the anti-collision warning system comprises a warning buoy device and an underwater warning anchor cable device;

the escape system comprises an automatic alarm system, an escape time prolonging system and an escape path.

In the underwater cable-stayed suspension tunnel structure, the cross-sectional structure of the underwater suspension tunnel is circular or prismatic, and the included angle of the tips of the prisms is less than or equal to 60 degrees.

In the above underwater cable-stayed suspension tunnel structure,

the underwater bank protection section of the pushing side bank structure is positioned on an underwater side slope on the water side of the bank structure, and stones are thrown on the slope surface to prevent scouring;

the starting section of the jacking side shore structure is a horizontal section between the cave entrance section retaining wall and a slope top line of the underwater shore protection section, and the design elevation of the starting section is the design bottom elevation of the section of the underwater suspension tunnel to form a placing surface of two banks of the underwater suspension tunnel;

the opening section of the jacking side shore structure is arranged between the opening section retaining wall and the waterside side wall body; the opening section of the pushing side shore structure is also provided with a temporary sealing door and a corresponding water stopping device on the front side surface of the waterside wall body; the temporary sealing door is provided with a water plugging plug;

the thrust section of the pushing side shore structure is positioned at the rear side of the waterside wall body and is of a sealed box chamber structure, the top of the thrust section is provided with a manhole and an embedded cover plate, and the thrust section is internally provided with a hoop type thrust device;

the sealing section of the pushing side shore structure is positioned at the rear side of the thrust section, the sealing section is a sealing wall body provided with a wall hole, sealing hoops are respectively arranged on the front side surface and the rear side surface of the sealing wall body along the circumference of the wall hole, and a water stop strip is arranged between the wall hole and the outer surface of the pipe joint;

the butt joint section of the jacking side shore structure is positioned at the rear side of the sealing section, namely, a position which is exposed at the rear side of the sealing section and is used for butt joint with a subsequent pipe joint is left after the pipe joint is jacked forward, and the length of the butt joint section is the length of the left exposed pipe joint;

the pushing section of the pushing side shore structure is positioned at the rear side of the butt joint section, and a carrying air bag is arranged at the bottom of the pushing section; the rear part of the pushing section is provided with a pushing trolley locating section, the middle parts of two side walls of the pipe joint connecting box are respectively provided with a bracket, two brackets are respectively provided with a pushing trolley track, and the pipe joint butting positions on the two brackets of the pipe joint connecting box are provided with thrust blocks;

the length of a horizontal transportation section of the jacking side shore structure is not less than that of each section of tunnel pipe joint, and a jacking beam driven by a jack is arranged at the bottom of the horizontal transportation section;

the structures of the underwater bank protection section, the receiving section, the cave mouth section retaining wall, the cave mouth section, the waterside wall body, the sealing section and the backwater side wall body of the receiving side bank structure are the same as those of the underwater bank protection section, the starting section, the cave mouth section retaining wall, the cave mouth section, the waterside wall body, the sealing section and the backwater side wall body of the pushing side bank structure in one-to-one correspondence;

a wall hole is formed in a waterside wall body of the receiving side shore structure, and a water stopping device is arranged on the upstream face of the waterside wall body along the wall hole;

the pipe joint stabilizing section is positioned behind the waterside wall body and is of a reinforced concrete box structure, and a hoop type stabilizing device is arranged in the pipe joint stabilizing section;

the sealing section is positioned behind the pipe section stabilizing section, the sealing section is a sealing wall provided with a wall hole, and a water stopping device is also arranged on the upstream surface of the sealing wall along the wall hole;

the pipe joint consolidation section is positioned behind the sealing section, has the same structure as the pipe joint stabilizing section and is also of a reinforced concrete box structure, and the tail part of the pipe joint consolidation section is provided with a steel sealing door;

the traction anchor section is located between the steel sealing door of the pipe joint consolidation section and the backwater side wall body, a reinforced concrete abutment is arranged at the bottom of the traction anchor section, a pile foundation is arranged below the abutment, and a traction device of a high-power traction cable is arranged on the abutment.

In the above underwater cable-stayed suspension tunnel structure,

the pipe joint is a socket joint, and a plurality of countersunk joint bolt holes are respectively uniformly distributed and correspondingly and radially formed in the outer surface of the bell mouth and the inner surface of the spigot of each section of pipe joint;

the joint fastener comprises an inner joint fastener and an outer joint fastener; the joint inner fastener is a high-strength stainless steel bolt, a nut and a gasket which are inserted in the joint bolt hole and adopts a vertical anchoring type; the joint external fastener comprises a plurality of anchorage seats which are arranged on the inner surface of each section of pipe joint and are close to the pipe orifice, and steel strands or prestressed steel bars which are connected between the anchorage seats of the two sections of butted pipe joints through anchorage devices;

the joint filling materials comprise joint gap filling materials filled between the inner surface of the bell mouth of the two sections of butted pipe joints and the outer surface of the socket and bolt hole filling materials filled in the joint bolt holes of the two sections of butted pipe joints;

the joint water stop material comprises an outer water stop ring arranged between the end surface of the socket of the two sections of butted pipe joints and the stop cover of the socket and an inner water stop ring arranged between the end surface of the socket and the stop cover of the socket.

In the above underwater cable-stayed suspension tunnel structure,

the guy cable anchorage pier is arranged at the lower part of the guy cable receiving well; a cable guide device is arranged on the water side of the guy cable anchorage pier; a cable force monitoring groove is formed in the middle of the cable anchorage pier, a cable force monitor is arranged in the cable force monitoring groove, and anchorage blocks are arranged at two ends of the cable force monitoring groove; the rear end of the guy cable anchorage pier is provided with an electric anchor machine; the monitoring chamber is arranged at the upper part of the inhaul cable receiving well, and the inhaul cable monitoring device is arranged in the monitoring chamber;

each group of stay cable steering piers are positioned at the maximum depth of the channel; the number of the stay cable steering piers in each group is half of the total number of the stay cables; the bottom of each guy cable steering pier is higher than the elevation of the underwater suspended tunnel and not higher than the minimum bottom elevation of the channel; and a cable channel is arranged in each cable steering pier along the direction of the stay cable, and a steering cable guide is pre-embedded in each cable channel.

In the above underwater cable-stayed suspension tunnel structure,

a middle partition wall and two side partition walls are longitudinally arranged in the water supply and drainage chamber of each section of pipe joint; the bottoms of the two side partition walls are provided with drain holes at intervals; a middle transverse partition wall is further arranged in the longitudinal middle part in the water supply and drainage chamber of each section of pipe joint, and two end transverse partition walls are respectively arranged at two ends of the water supply and drainage chamber of each section of pipe joint, so that the water supply and drainage chamber of each section of pipe joint is divided into four middle bays and four side bays; overflow channels are respectively arranged at the tops of the middle transverse partition wall and the two end transverse partition walls;

the drainage device comprises a group of drainage pipelines and a group of submersible pumps; the drainage pipeline is longitudinally arranged at the upper parts of the two side surfaces of the intermediate wall, and the starting point of the drainage pipeline is positioned in the longitudinal middle part of each section of pipe joint; the submersible pumps are arranged at the bottom of the middle bulkhead corresponding to the starting point of the drainage pipeline and are connected with the drainage pipeline in a one-to-one correspondence manner through the water outlet hoses;

the water supply device comprises a group of water supply pipelines which are respectively and longitudinally arranged at the upper parts of the outer side surfaces of the two side partition walls;

the water level monitor is arranged on one side surface of the intermediate wall;

the maximum water storage capacity of the water storage chamber is the water capacity of the water supply and drainage chamber with two sections of pipe joints, and a water gauge for metering is arranged on the wall body of the water storage chamber; the tail end of a drainage pipeline in the water supply and drainage chamber is connected to the water storage chamber; a water feed pump, a drainage pump, an external drainage pipeline and an external water feed pipeline are arranged in the water storage chamber; the water supply pump is connected with the tail end of a water supply pipeline in the water supply and drainage chamber; the drainage pump is connected with the external drainage pipeline and is used for draining redundant water out of the water storage chamber; the outer water supply pipeline is used for supplying water into the water storage chamber;

the height of the water delivery gallery chamber is the same as that of the water delivery gallery;

the height of the water supply valve chamber is not less than 2.0m, and a water supply valve and a water meter are arranged in the water supply valve chamber;

the height of the power and monitoring room is not less than 2.8m, and a power motor and a computer monitoring device are arranged in the power and monitoring room.

In the above underwater cable-stayed suspension tunnel structure,

the warning buoy device comprises a plurality of buoys, a plurality of fixed cables and a plurality of warning lamps; the buoys are arranged on the water surface above the underwater suspension tunnel at intervals along the axial direction of the underwater suspension tunnel; the plurality of fixing cables are fixed between the plurality of buoys and the underwater floating tunnel in a one-to-one correspondence manner; the warning lamps are attached to the tops of the buoys in a one-to-one correspondence manner;

the underwater warning anchor cable device comprises two underwater warning cables, a plurality of hanging cables and a plurality of warning lamp belts; two underwater warning cables are arranged on two sides of the underwater suspension tunnel in parallel, pushing side coast ends of the two underwater warning cables respectively penetrate through two groups of guy cable steering piers arranged on a pushing side coast and then extend to the ground along guy cable ramps, and are anchored on two guy cable anchor piers arranged on the pushing side coast, receiving side coast ends of the two underwater warning cables respectively penetrate through two groups of guy cable steering piers arranged on a receiving side coast and then extend to the ground along guy cable ramps, and are anchored on the two guy cable anchor piers arranged on the receiving side coast; a plurality of hanging ropes are hung on the two underwater warning cables at intervals; the warning lamp belts are arranged on the hanging ropes in a one-to-one correspondence mode.

In the above underwater cable-stayed suspension tunnel structure,

the automatic alarm system comprises a video monitoring device, a water level monitoring device, a temperature measurement and control device, a toxic gas detection device and a centralized control center; the video monitoring device, the temperature measurement and control device and the toxic gas detection device are all arranged at the top of the upper layer of the tunnel; the water level monitoring device is arranged in a water supply and drainage chamber of each section of pipe joint, a water delivery gallery of a pushing side shore structure, a pushing side water pump room, a water delivery gallery of a receiving side shore structure and a receiving side water pump room; the centralized control center is arranged in the jacking side shore structure and the receiving side shore structure;

the escape time prolonging system comprises a floating weight ratio adjusting system, a communication channel sealing door and a tunnel entrance emergency sealing door;

the connection channel sealing doors are arranged at two ends of the connection channel of the double-pipe tunnel;

the tunnel portal emergency sealing door is arranged at a tunnel exit of the jacking side shore structure and a tunnel exit of the receiving side shore structure;

the escape paths comprise an escape path in the tunnel and an escape path at the top of the tunnel; the escape route in the tunnel comprises a tunnel pavement escape channel and a tunnel upper layer escape channel which are communicated with the pushing side shore structure and the receiving side shore structure, and a communication channel of a double-pipe tunnel; the tunnel pavement escape passage is arranged on the middle layer of the tunnel; the tunnel upper layer escape passage is arranged on the upper layer of the tunnel and enters through a plurality of manholes formed in the upper partition plate; the escape path at the top of the tunnel comprises a plurality of standby emergency escape outlets and rescue submarine ships which are arranged at the top of the tunnel; each standby emergency escape exit is provided with an emergency hatch door; the rescue submarine stops at the top of the emergency cabin door, and the bottom of the rescue submarine is provided with a standby emergency cabin door in butt joint with the emergency cabin door.

In the underwater cable-stayed suspension tunnel structure, the pushing side land slope tunnel and the receiving side land slope tunnel are sequentially provided with an open cut tunnel and a mining method tunnel from the ground downwards; the open-cut tunnel is provided with an open section, a grating section and a buried section from the ground to the bottom.

The underwater cable-stayed suspension tunnel structure has the following characteristics:

1) the stay cable suspension tunnel is simple in structure, linear, the total length of the underwater suspension tunnel is shortest, and the cost of the stay cable suspension tunnel is lower than that of a curve type suspension tunnel.

2) The suspension tunnel with the stay cables is completely positioned under water, and ship passing on the water surface cannot be influenced.

3) The total height of the stay cable suspension tunnel is only the height difference between the height of a stay cable steering position in the middle of the stay cable steering pier and the height of the bottom surface of the pipe joint, and the underwater space occupied by the stay cable is smaller than that of a floating type, an anchoring type and a pier column type which are proposed internationally so far, so that the influence range on the underwater vehicle is reduced.

4) Compared with the anchoring type suspension tunnel in the ultra-deep water area, the stay cable suspension tunnel has the advantages that the total length of the stay cable is much smaller, and the cost is correspondingly smaller.

5) Compared with a floating type suspension tunnel, the stay cable suspension tunnel is not affected by tide rising and tide falling, and is more reasonable and clear in stress.

6) The stay cable is led to the ground, can be used for positioning when the underwater suspended tunnel is installed, is convenient to operate in land, and provides a convenient limiting device and a convenient limiting method for the underwater suspended tunnel.

7) The stay cable can be used for cable force monitoring and cable maintenance and replacement in the tunnel operation period, and the anchoring system of the anchoring type suspension tunnel is positioned at the water bottom, so that the maintenance and the replacement are extremely difficult.

8) The stay cable of the invention provides upward stress for the underwater suspension tunnel, so that the underwater suspension tunnel never sinks, and the safety risk of the tunnel operation period is greatly reduced.

Drawings

FIG. 1 is a plan view of the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 2 is a longitudinal sectional view of the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 3 is a cross-sectional view of the underwater cable-stayed suspension tunnel structure of the present invention, which adopts a bidirectional single cable plane;

FIG. 4 is a cross-sectional view of the underwater cable-stayed suspension tunnel structure of the present invention, which adopts bidirectional and double cable planes;

FIG. 5 is a longitudinal sectional view of a pushing side shore structure in the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 6 is a cross-sectional view of a thrust section of a pushing side shoring structure in the underwater cable-stayed suspension tunnel structure of the invention;

FIG. 7 is a cross-sectional view of a jacking section of a jacking side shoring structure in the underwater cable-stayed suspension tunnel structure of the invention;

fig. 8 is a longitudinal sectional view of a receiving side bank structure in the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 9 is a longitudinal sectional view of the coupling of pipe joints in the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 10 is a cross-sectional view of the coupling of pipe joints in the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 11 is a cross-sectional view of the last section of pipe joint of the underwater inclined-pulling type suspension tunnel structure of the present invention fixedly connected with a pushing side shore structure;

FIG. 12 is a longitudinal sectional view of the last section of pipe joint of the underwater inclined-pulling type suspension tunnel structure of the present invention fixedly connected with the pushing side shore structure;

FIG. 13 is a schematic structural view of a cable receiving well in the underwater cable-stayed suspension tunnel structure of the invention;

fig. 14 is a schematic structural view of a guy cable anchor pier in the underwater cable-stayed suspension tunnel structure of the present invention;

FIG. 15 is a schematic structural view of a guy cable steering pier in the underwater cable-stayed suspension tunnel structure of the invention;

FIG. 16 is a cross-sectional view of the adjusting device for the internal buoyancy-weight ratio of the tunnel tube section in the underwater cable-stayed suspension tunnel structure according to the present invention;

FIG. 17 is a longitudinal sectional view of the adjusting device for the internal buoyancy ratio of the tunnel pipe section in the underwater cable-stayed suspension tunnel structure according to the present invention;

fig. 18 is a longitudinal sectional view of a floating weight ratio adjusting apparatus in a shore structure in an underwater cable-stayed suspension tunnel structure according to the present invention;

fig. 19 is a plan view of a floating weight ratio adjusting device in a shore structure in the underwater cable-stayed suspension tunnel structure of the present invention;

fig. 20 is a sectional view showing the communication passage of the double-barreled tunnel in the escape system in the underwater cable-stayed type floating tunnel structure of the present invention;

fig. 21 is a longitudinal sectional view of an escape passage at an upper layer of a tunnel in an escape system in an underwater cable-stayed suspension tunnel structure according to the present invention;

fig. 22 is a sectional view of an escape path at the top of a tunnel in the escape system in the underwater cable-stayed type suspended tunnel structure according to the present invention.

Detailed Description

The invention will be further explained with reference to the drawings.

Referring to fig. 1 to 22, the underwater cable-stayed suspension tunnel structure of the present invention includes a tunnel body, a shore connection structure, a cable anchor system, a floating weight ratio adjusting system, an anti-collision warning system, an escape system, and tunnel auxiliary facilities. The shore connecting structure comprises a pushing side shore structure 2 and a receiving side shore structure 2' which are arranged on a pushing side shore and a receiving side shore in a one-to-one correspondence manner; the tunnel body comprises an underwater suspension tunnel 1, a pushing side land slope tunnel 6 and a receiving side land slope tunnel 6'; the water facing end of the pushing side land area slope tunnel 6 and the water facing end of the receiving side land area slope tunnel 6 'are connected with the back water end of the pushing side bank structure 2 and the back water end of the receiving side bank structure 2' in a one-to-one correspondence mode. The cross section structure of the underwater suspension tunnel 1 is circular or prismatic, and the included angle of the tips of the prisms is less than or equal to 60 degrees; the pushing side land area slope tunnel 6 and the receiving side land area slope tunnel 6' are both provided with an open cut tunnel and a mining method tunnel in sequence from the ground downwards; the open-cut tunnel is provided with an open section, a grating section and a buried section from the ground to the bottom. The underwater suspension tunnel 1 is formed by connecting a plurality of sections of pipe joints 10, each section of pipe joint 10 is divided into a tunnel upper layer 10A, a tunnel middle layer 10B and a tunnel lower layer 10C by an upper partition plate 10 and a lower partition plate 1B, and the space of the tunnel upper layer 10A is a process chamber; the tunnel middle layer 10B is a tunnel traffic room; the tunnel lower layer 10C is a water supply and drainage chamber.

The jacking side shore structure 2 sequentially comprises from sea area to land area: the underwater embankment section 21, the starting section 22, the cave entrance section retaining wall 2A, the cave entrance section 23, the waterside wall 2B, the thrust section 24, the sealing section 25, the butt joint section 26, the pushing section 27, the horizontal transportation section 28 and the backwater side wall 2C; wherein the content of the first and second substances,

the underwater bank protection section 21 is positioned on an underwater side slope on the waterside side of the pushing side bank structure 2, and stone throwing protection is carried out on the slope surface to prevent scouring; the protection length of the slope is designed according to the whole arc sliding surface from the backwater side wall body 2C to the underwater bank protection section 21.

The starting section 22 is a horizontal section between a cave entrance section retaining wall 2A and a slope top line of the underwater bank protection section 21, the design elevation of the starting section 22 is the design bottom elevation of the section of the underwater suspension tunnel 1, and a placing surface of two banks of the underwater suspension tunnel 1 is formed, so that conditions are created for achieving the purpose that the underwater suspension tunnel 1 never sinks; the tunnel foundation bed of the starting section 22 is formed by excavating local bank slopes, and the top surface of the foundation bed is composed of a broken stone cushion layer and block stones; a high-pressure water gun is arranged on the top surface of the foundation bed to prevent the foundation bed from bulging due to siltation; in order to ensure that the bank slopes on the two sides of the tunnel outside the wall are stable, the top of the tunnel of the starting section 22 is backfilled with rock blocks 220. When the length of the starting section 22 is designed, firstly, the requirement of the integral arc sliding stability of the underwater side slope outside the bank-connecting structure must be met, and in addition, the width of the slope top outside the wall of the bank-connecting structure must meet the width requirement of the building enclosure construction, so the length of the starting section 22 is 10 m-12 m;

the protective guide walls on the two sides of the tunnel outside the wall of the starting section 22 are designed and calculated according to the cantilever structure; the wide range of the bank slope top can adopt a ground-linked wall structure, and the outer side of the bank slope top is protected by adopting steel pipe lock catch piles;

the opening section 23 is arranged between the opening section retaining wall 2A and the waterside wall 2B, the diameter of the opening section 23 is the outer diameter of the pipe joint plus 2 multiplied by the diameter of the stay cable plus the allowance clearance, and the allowance clearance is 6-10 cm.

The opening section 23 of the jacking side shore structure 2 is also provided with a temporary sealing door 231 and a corresponding water stopping device on the front side surface of the waterside wall body 2B, the temporary sealing door 231 is provided with a water stopping plug, and the temporary sealing door 231 is fastened by utilizing the deep water pressure outside the waterside wall body 2B; when pushing, the water blocking plug is opened to balance the internal and external water pressure, so that the temporary sealing door 231 can be easily pushed open; the temporary sealing door 231 is a steel sealing door and has the diameter of the hole diameter plus 100 cm;

the thrust section 24 is positioned at the rear side of the water-facing side wall body 2B and has a sealed box chamber structure, and the length of the thrust section 24 is 60-80 m; the top of the thrust section 24 is provided with a manhole 240 and an embedded cover plate for maintenance; an anchor ear type thrust device 241 is arranged in the thrust section 24, and thrust is performed by utilizing the friction force between the anchor ear type thrust device 241 and the pipe joint 10;

the sealing section 25 is positioned at the rear side of the thrust section 24 and is used for temporarily stopping water when the pipe joint 10 is pushed to perform dry-wet environment conversion, in order to obtain better sealing effect and bear larger deepwater pressure, the sealing section 25 is a sealing wall body provided with a wall hole, after the pipe joint 10 at the front section is pushed, the tail end of the pipe joint is left in the sealing wall body and is used for butt joint of the subsequent pipe joint 10, sealing hoops are respectively arranged on the front side surface and the rear side surface of the sealing wall body 25 along the circumference of the wall hole, and a water stopping strip is arranged between the wall hole and the outer surface of the pipe joint 10;

the butt joint section 26 is located at the rear side of the sealing section 25, namely, a position left exposed at the rear side of the sealing wall body for butt joint with a subsequent pipe joint after the pipe joint 10 is pushed forward is left, and the length of the butt joint section 26 is the length of the left exposed pipe joint 10; the length of the butt joint section 26 is 100 cm-120 cm, and the bottom of the butt joint section 26 is provided with a stepped pipe joint butt joint pit 260 for a personnel standing position. The width of the pipe joint butt pit 260 is 1m, and the depth is 1.5 m;

because the pipe joint 10 of the underwater suspension tunnel 1 is constructed in a dry environment, in order to form the dry environment, the butt joint section 26 and the pushing section 27 are both arranged in the pipe joint connecting box 2D which can be opened and closed, so the pipe joint connecting box 2D can be designed into a rectangular water tank type with a top cover, pedestrian channels with the width of 60 cm-100 cm are reserved on two sides of the pipe joint 10 of the pipe joint connecting box 2D, and the clear height of 100 cm-120 cm is reserved at the bottom; powerful water pumping equipment is arranged in the pipe joint connecting box 2D, and after the pipe joint 10 is pushed and pushed, water is pumped in the pipe joint connecting box 2D after thrust and sealing, so that a dry environment is formed. In order to facilitate the butt joint and tensioning of the pipe joint 10, a pull ring is arranged on the wall body of the butt joint section 26 of the pipe joint connecting box 2D, or an anchor machine is arranged at the rear end of the pushing section 27;

the pushing section 27 is positioned at the rear side of the butt joint section 26 and is used for connecting, tensioning and pushing the pipe joint 10; the bottom of the pushing section 27 is provided with a carrying air bag; in order to facilitate the pushing of the pipe joint 10, the rear part of the pushing section 27 is provided with a pushing trolley locating section, the middles of two side walls of the pipe joint connecting box 2D are respectively provided with a bracket 271, two brackets 271 are respectively provided with a pushing trolley track 272 for the pushing trolley 270 to move forward, and the pipe joint butting positions on the two brackets 271 of the pipe joint connecting box 2D are provided with thrust blocks for limiting the pushing trolley 270; the length of the pushing section 27 is the sum of the length of each section of pipe joint 10 and the length of the pushing trolley locating section;

the length of the horizontal transportation section 28 is not less than the length of each section of pipe section 10; the horizontal transportation section 28 is used for ramp conversion, pipe joint unloading and secondary fitting-out of the tunnel pipe joint 10 transported from the pushing side land area slope tunnel 6 to the pushing side shore structure 2, and can be used as a station platform and a meeting transit area in the suspension tunnel operation period; to facilitate secondary outfitting of the tunnel pipe section 10; the transport platform for the pipe sections 10 can be driven directly to the horizontal transport section 28; a jacking beam driven by a jack is arranged at the bottom of the horizontal transportation section 28, and after the jacking beam jacks up, the transportation flat car is withdrawn for secondary outfitting; after the second outfitting is completed, a carrying air bag penetrates between the lower part of the pipe joint 10 and the jacking beam, and the pipe joint 10 is moved to the jacking section 27 for butt joint after the carrying air bag is inflated.

The receiving side shore structure 2' comprises from sea area to land area: the underwater revetment section 21, the receiving section 22 ', the cave mouth section retaining wall 2A, the cave mouth section 23, the waterside wall 2B, the pipe joint stabilizing section 24', the sealing section 25, the pipe joint consolidation section 26 ', the traction anchor section 27' and the backwater side wall 2C; wherein the content of the first and second substances,

the underwater revetment section 21, the receiving section 22 ', the cave mouth section retaining wall 2A, the cave mouth section 23, the waterside wall 2B, the sealing section 25 and the backwater side wall 2C of the receiving side revetment structure 2' have the same structure as the underwater revetment section 21, the starting section 22, the cave mouth section retaining wall 2A, the cave mouth section 23, the waterside wall 2B, the sealing section 25 and the backwater side wall 2C in the pushing side revetment structure 2 in a one-to-one correspondence manner; the pipe joint stabilizing section 24 ', the pipe joint fixing section 26 ' and the traction anchoring section 27 ' correspond to the thrust section 24, the pushing section 27 and the horizontal transportation section 28 in the pushing side shore structure 2 one by one, and the longitudinal length can be reduced.

A wall hole is formed in a water-facing side wall body 2B of the receiving side shore structure 2' and used for jacking the pipe joint 10, a water stopping device 232 is arranged on the upstream face of the water-facing side wall body 2B along the wall hole, the water stopping device 232 adopts a sealing hoop, and a rubber water stopping strip is arranged on the sealing hoop;

the pipe joint stabilizing section 24 'is located behind the waterside wall body 2B and is of a reinforced concrete box structure, a manhole is formed in the top of the pipe joint stabilizing section, an embedded cover plate is arranged on the manhole, and a hoop type pipe joint stabilizing device is arranged in the pipe joint stabilizing section 24' and used for stably controlling the posture of the pipe joint 10 after pushing the pipe joint.

The sealing section 25 is positioned behind the pipe joint stabilizing section 24', the sealing section 25 is a sealing wall provided with a wall hole, a water stopping device 232 is also arranged on the upstream surface of the sealing wall along the wall hole, the water stopping device 232 adopts a sealing hoop, and a rubber water stopping strip is arranged on the sealing hoop;

the pipe joint consolidation segment 26 'is positioned at the rear side of the sealing segment 25, has the same structure as the pipe joint stabilizing segment 24', and is also of a reinforced concrete box structure, the tail part of the pipe joint consolidation segment 26 'is provided with a steel sealing door 26A, and forms a sealed cabin structure with the pipe joint consolidation segment 26' to prevent seawater from flowing backwards; after the pipe joint 10 is pushed to enter the pipe joint consolidation section 26 ', the water stopping device 232 on the water-facing side wall body 2B and the water stopping device 232 on the sealing section 25 are opened, then the pipe joint consolidation section 26' is pumped to form a dry construction environment, and concrete on the outer surface of the head part of the pipe joint 10 in the pipe joint consolidation section 26 'is poured to form consolidation with the receiving side shore structure 2'.

The traction anchor section 27 ' is positioned between the steel sealing door 26A of the pipe joint consolidation section 26 ' and the backwater side wall body 2C, a reinforced concrete abutment is arranged at the bottom of the traction anchor section 27 ', a pile foundation is arranged below the abutment, and a traction device 27A of a high-power traction cable 12 is arranged on the abutment; and (3) after the pipe joints are pushed to the proper position and are solidified, detaching the abutment and the traction device 27A, and then communicating the head of the first section of pipe joint with the receiving side land area slope tunnel 6' by cast-in-place reinforced concrete.

The pushing side shore structure and the receiving side shore structure can be used as a transit station in the suspension tunnel operation period, can also be used as an initial well for land slope tunnel construction, can adjust the floating weight ratio of the suspension tunnel in the construction period and the operation period, and have wide application. The top pushes away side bank structure and receives the side bank structure and is underground reinforced concrete structure, establishes the pile foundation under the basis to increase perpendicular and horizontal bearing capacity. According to geological conditions, the construction of the pushing side shore structure and the receiving side shore structure can adopt a ground connection wall reverse construction method, an open caisson method or a freezing method; and constructing the tunnel portal sections of the pushing side shore structure and the receiving side shore structure by adopting a cofferdam method.

The multiple sections of pipe joints 10 of the underwater suspension tunnel 1 are connected with joint water stopping materials through pipe joint joints, joint fasteners and joint filling materials; wherein the content of the first and second substances,

the pipe joint is a socket joint, and a plurality of countersunk joint bolt holes are respectively uniformly distributed and correspondingly and radially formed in the outer surface of the bell mouth and the inner surface of the spigot of each section of pipe joint 10;

the joint fastener comprises a joint inner fastener and a joint outer fastener; the joint inner fastener is a high-strength stainless steel bolt 11, a nut and a gasket which are inserted in the joint bolt hole and adopts a vertical anchoring type; the external joint fastener comprises a plurality of anchorage seats 12 which are arranged on the inner surface of each section of pipe joint 10 and are close to the pipe orifice, and steel strands or prestressed steel bars 13 which are connected between the anchorage seats 12 of the two sections of butted pipe joints through anchorage devices;

the joint filling materials comprise joint gap filling materials 14 filled between the inner surface of the bell mouth and the outer surface of the spigot of the two butted pipe joints 10 and bolt hole filling materials (not shown) filled in the joint bolt holes of the two butted pipe joints 10;

the joint water stop material comprises an outer water stop ring 15 arranged between the end surface of the socket of the two butted pipe joints 10 and the stop cover of the socket and an inner water stop ring 16 arranged between the end surface of the socket and the stop cover of the socket.

The tail part of the last section of pipe joint 10 'and the head part of the first section of pipe joint are correspondingly positioned in the pushing side shore structure 2 and the receiving side shore structure 2' one by one, and the outer surface of the tail part of the last section of pipe joint 10 'and the inner surface of a pipe joint connecting box 2D in the pushing side shore structure 2 are consolidated through pouring concrete 20'; the head outer surface of the first section pipe section is consolidated by pouring concrete between the inner surfaces of the pipe section consolidation sections 26 'within the side land structure 2'.

The vertical anchoring of the fastening bolt in the joint adopted by the invention is firmer than the screw thread anchoring of the horizontal bolt; the joint external fastening piece, namely an external prestress structure, is adopted, so that the joint external fastening piece not only can be used for tensioning during butt joint of pipe joints, but also can participate in bearing horizontal tension in the operation period of the tunnel; the underwater pushing device can meet the requirements of underwater pushing installation processes of pipe joints of underwater suspension tunnels and can meet the requirements of stress and durability of tunnel structures.

The cable anchorage system adopts a bidirectional single cable surface or a bidirectional double cable surface and comprises four cable receiving wells 4, four groups of cable steering piers 5, a cable ramp 50 and a plurality of stay cables 3; wherein the content of the first and second substances,

the four inhaul cable receiving wells 4 are respectively arranged on the shore at the pushing side at two sides of the tunnel and the shore at the receiving side at two sides of the tunnel; each cable receiving well 4 comprises a cable anchorage pier 40 and a monitoring room; the guy cable anchorage pier 40 is arranged at the lower part of the guy cable receiving well 4; a cable guider 41 is arranged on the water side of the guy cable anchorage pier 40; a cable force monitoring groove 42 is formed in the middle of the cable anchorage pier 40, a cable force monitor 43 is arranged in the cable force monitoring groove 42, and anchorage blocks are arranged at two ends of the cable force monitoring groove 42; the rear end of the guy cable anchorage pier 40 is provided with an electric anchor machine 44; the monitoring chamber is arranged at the upper part of the inhaul cable receiving well 4, and the inhaul cable monitoring device 45 is arranged in the monitoring chamber; a power station 46 is also arranged at the rear side of each cable receiving well 4;

the four groups of cable steering piers 5 are respectively arranged on the pushing side coast bank slopes on two sides of the tunnel and the receiving side coast bank slopes on two sides of the tunnel and are close to the four cable receiving wells 4 in a one-to-one correspondence manner; each group of stay cable steering piers 5 are positioned at the maximum depth of the channel; the number of the stay cable steering piers 5 in each group is half of the total number of the stay cables 3; the bottom of each guy cable steering pier 5 is higher than the height of the underwater suspended tunnel 1 and not higher than the minimum bottom height of the channel; a stay cable channel is arranged in each stay cable steering pier 5 along the direction of the stay cable 3, and a steering cable guider 51 is embedded in each stay cable channel;

the cable ramp 50 is arranged on a bank slope between each group of cable steering piers 5 and the corresponding cable receiving well 4;

one half of the plurality of stay cables 3 is a pushing side inclined cable, and the other half is a receiving side inclined cable; if a bidirectional single cable plane is adopted, each stay cable 3 comprises two stay cables which are respectively connected with two sides of the underwater suspension tunnel 1; if a bidirectional double-cable surface is adopted, each stay cable 3 comprises four stay cables which are connected with two sides of the underwater suspension tunnel 1 in pairs; one end of a pushing lateral inclined guy cable 3 is anchored on guy cable anchors 30 on the outer surfaces of two sides of the underwater suspension tunnel 1 which is close to the half length of the pushing lateral coast at intervals, and the other end of the pushing lateral inclined guy cable 3 passes through two groups of guy cable steering piers 5 arranged on the pushing lateral coast respectively, then extends to the ground along a guy cable ramp 50 and is anchored on two guy cable anchor piers 40 arranged on the pushing lateral coast; one end of a receiving side inclined guy cable 3 is anchored on guy cable anchors 30 on the outer surfaces of two sides of the underwater suspended tunnel 1 close to the receiving side coast at intervals, and the other end of the receiving side inclined guy cable 3 penetrates through two groups of guy cable steering piers 5 arranged on the receiving side coast respectively and then extends to the ground along a guy cable ramp 50 and is anchored on two guy cable anchor piers 40 arranged on the receiving side coast.

The cable anchor system of the invention adopts the cable anchor pier 40 arranged on the side of the shore, and the stay cable 3 is positioned under water and is not influenced by the fluctuation of the damp level. The floating depth of the tunnel 1 is maintained because the ratio of the buoyancy to the gravity (the ratio of the buoyancy to the gravity) of the tunnel is less than 1 and close to 1. The stay cable bears horizontal and vertical loads borne by the pipe joint and also bears horizontal forces such as water flow force and the like. The inhaul cable anchor ingot system can be used for positioning the underwater suspension tunnel 1 when the tunnel pipe joint is installed; in the operation period of the tunnel, the cable force monitoring and the stay cable maintenance and replacement can be carried out. The stay cable steering pier 5 must be positioned on a stable foundation in a bank slope, and the requirement of slope stability is met. The stay cable steering pier 5 adopts a reinforced concrete pier structure, and a pile foundation is arranged below the stay cable steering pier to increase the pulling resistance and the stability of the bank slope. Cable ramp 50 both prevents that suspension cable 3 from receiving wearing and tearing, protects the bank slope again, and cable ramp 50's structure adopts riprap bank protection, rubble bed course and concrete surface course. The guy cable anchorage pier 40 must be located on a stable foundation of the coast and the ground and meet the requirement of slope stability. The guy cable anchorage pier 40 adopts a reinforced concrete pier structure, and a pile foundation is arranged below the guy cable anchorage pier to increase the pulling resistance and stabilize and shape the bank slope. The construction of the guy cable steering pier 5, the guy cable ramp 50 and the guy cable anchor pier 40 can adopt a cast-in-situ method in a cofferdam.

The floating weight ratio adjusting system comprises a floating weight ratio adjusting device in the tunnel pipe joint and a floating weight ratio adjusting device in the shore structure.

The adjusting device for the floating weight ratio in the tunnel pipe joint is arranged in the water supply and drainage chamber 10C of each section of pipe joint and comprises a drainage device, a water supply device and a water level monitor 17 which are arranged in the water supply and drainage chamber 10C of each section of pipe joint; wherein the content of the first and second substances,

a middle partition wall 171 and two side partition walls 172 are longitudinally arranged in the water supply and drainage chamber 13 of each pipe section; the bottoms of the two side walls 172 are provided with drain holes 170 at intervals; a middle transverse partition 181 is further arranged in the water supply and drainage chamber 10C of each section of pipe joint 10 in the longitudinal middle part, and an end transverse partition 182 is respectively arranged at two ends of the water supply and drainage chamber 10C of each section of pipe joint 10, so that the water supply and drainage chamber 10C of each section of pipe joint 10 is divided into four middle compartments and four side compartments; overflow passages 180 are respectively formed at the tops of the middle transverse partition wall 181 and the two end transverse partition walls 182; a plurality of short transverse partitions 183 with the height of 0.5m are further arranged at intervals at the bottom in the water supply and drainage chamber 10C of each pipe joint 10;

the drainage device comprises a group of drainage pipelines 191 and a group of submersible pumps 192; the drainage pipeline 191 is longitudinally arranged at the upper parts of the two side surfaces of the intermediate wall 171, and the starting point of the drainage pipeline 191 is positioned at the longitudinal middle part of each section of pipe joint 10; the submersible pumps 192 are arranged at the bottom of the middle bay corresponding to the starting point of the drainage pipeline 191, and the submersible pumps 192 are connected with a group of drainage pipelines 191 in a one-to-one correspondence manner through the water outlet hoses;

the water supply device comprises a group of water supply pipelines 193 which are respectively and longitudinally arranged at the upper parts of the outer side surfaces of the two side partition walls 172;

the water level monitor 19 is disposed on one side surface of the intermediate wall 171;

two sides of the top surface of the lower clapboard 1B are respectively provided with a water drainage open channel 173 in the longitudinal direction; each open drainage ditch 173 is provided with a grid type cover plate, and the bottom of each open drainage ditch 173 is provided with floor drains at intervals of 5m corresponding to the drainage holes 170 on the side partition wall 172; a water falling groove 174 for connecting a floor drain and a drain hole 170 is arranged along the inner side surfaces of two side walls of the pipe joint water supply and drainage chamber 10C, and the height of the side wall of the water falling groove 174 is 0.2 m;

the adjusting device for the internal buoyancy ratio of the shore connecting structure is arranged in a pushing side water pump room 29 of the pushing side shore structure and a receiving side water pump room in the receiving side structure;

the pushing side water pump room 29 is transversely arranged at one side of the abutting section 26 of the pushing side shore structure 2, and the pushing side water pump room 29 is communicated with a water supply and drainage chamber 10C of the last section of shore section pipe joint 10' fixedly connected in the pushing side shore structure 2 through a water delivery gallery 295; a receiving side water pump room (not shown) is transversely arranged on one side of the pipe joint fixing section 26 'of the receiving side bank structure 2', and the receiving side water pump room is communicated with the water supply and drainage chamber of the first section of pipe joint through a water conveying gallery;

the top of the water transport corridor 295 is at the same height as the top of the water supply and drainage chamber 10C, and the bottom of the water transport corridor 29A is 1m lower than the bottom of the water supply and drainage chamber 10C; automatic control valves 296 are provided at the outlet ends of two water discharge pipes 191 in the water supply/discharge chamber 10C connected to the starting point of the water supply/discharge gallery 295 and at the inlet ends of the water supply pipes 193, respectively, and an automatic control gate 297 is provided at the outlet end of the water pump room 29 connected to the end point of the water supply/discharge gallery 295; the water delivery gallery 295 at the outlet of the water supply and drainage chamber 10C is connected to the inlet end of the pushing side water pump room 29 in a horizontal semi-circular arc shape, and the radius of the semi-circular arc shape is the maximum width of the water supply and drainage chamber 10C; the pushing side water pump room 29 is divided into a water storage chamber 291, a water delivery gallery chamber 292, a water supply valve chamber 293 and a power and monitoring chamber 294 from bottom to top;

the maximum water storage capacity of the water storage chamber 291 is the water capacity of the water supply and drainage chamber 10C with two sections of pipe joints, and a water gauge for metering is arranged on the wall body of the water storage chamber 291; ends of two drain pipes 191 in the water supply and drain chamber 10C are connected to the water storage chamber 291; a water supply pump 211, a drainage pump 212, an external drainage pipeline 213 and an external water supply pipeline 214 are arranged in the water storage chamber 291; the water feed pump 211 is connected to the end of the water feed pipe 193 in the water feed/discharge chamber 10C; the drain pump 212 is connected to the outer drain pipe 213, and discharges the excess water to the outside of the water storage chamber 291; an external water supply pipe 214 for supplying water into the reservoir chamber 21;

the height of the water transport gallery chamber 292 is the same as the height of the water transport gallery 295;

the height of the water supply valve chamber 293 is not less than 2.0m, and a water supply valve and a water meter are arranged in the water supply valve chamber 293;

the height of the power and monitoring room 294 is not less than 2.8m, and a power motor and a computer monitoring device 298 are arranged in the power and monitoring room 294.

The floating-weight ratio adjusting system is a guarantee system for keeping the floating depth and stability of the suspension tunnel, and can ensure the gravity balance and the basically fixed floating depth of the underwater suspension tunnel 1 during construction according to the fact that the floating-weight ratio of the underwater suspension tunnel 1 is similar to 1; during the operation period, the floating-weight ratio automatic adjusting system is used for balancing the change of the tunnel gravity caused by factors such as the generation of attachments in the sea. The floating weight ratio is an important control parameter of the underwater suspension tunnel, and the underwater inclined suspension tunnel is designed according to the buoyancy borne by the tunnel and according to the buoyancy smaller than the self gravity (namely the floating weight ratio is smaller than 1). The reference value of the floating weight ratio of the suspension tunnel is 0.75-0.95 under the condition of not calculating vehicle load and other using loads, the theoretical floating weight ratio needs to be selected according to the vibration amplitude and frequency of the tunnel caused by water flow and waves, and the selection is generally carried out according to the flow velocity of the water flow for intuition and convenience, wherein the smaller the flow velocity of the water flow, the larger the floating weight ratio is. According to the invention, the floating weight ratio adjusting device is arranged in each section of pipe joint of the underwater suspension tunnel to control the actual floating weight ratio of the tunnel so as to meet the requirements of stability in the construction period and comfort in the operation period.

The anti-collision warning system comprises a warning buoy device and an underwater warning anchor cable device; wherein the content of the first and second substances,

the warning buoy device comprises a plurality of buoys 71, a plurality of fixing cables 72 and a plurality of warning lamps 73; a plurality of buoys 71 are arranged on the water surface above the underwater floating tunnel 1 at intervals along the axial direction of the underwater floating tunnel 1; a plurality of fixing cables 72 are fixed between the plurality of buoys 71 and the underwater floating tunnel 1 in a one-to-one correspondence; a plurality of warning lamps 73 are attached to the tops of the plurality of buoys 71 in one-to-one correspondence;

the underwater warning anchor cable device comprises two underwater warning cables 81, a plurality of hanging cables 82 and a plurality of warning lamp belts; two underwater warning cables 81 are arranged on two sides of the underwater suspension tunnel 1 in parallel, pushing side coast ends of the two underwater warning cables 81 respectively penetrate through two groups of guy cable steering piers 5 arranged on a pushing side coast and then extend to the ground along guy cable ramps 50, and then are anchored on two guy cable anchor piers 40 arranged on the pushing side coast, receiving side coast ends of the two underwater warning cables 81 respectively penetrate through two groups of guy cable steering piers 5 arranged on a receiving side coast and then extend to the ground along guy cable ramps 50, and then are anchored on two guy cable anchor piers 40 arranged on the receiving side coast; a plurality of hanging ropes 82 are hung on the two underwater warning cables 81 at intervals; the plurality of warning light strips are mounted on the plurality of suspension cables 82 in a one-to-one correspondence.

The anti-collision warning system can warn navigation objects on the water surface and underwater vehicles, and can effectively reduce the risk of collision of the suspended tunnel.

The automatic alarm system comprises a video monitoring device, a water level monitoring device, a temperature measurement and control device, a toxic gas detection device and a centralized control center; the video monitoring device, the temperature measurement and control device and the toxic gas detection device are all arranged at the top of the tunnel upper layer 10A; the water level monitoring device is arranged in a water supply and drainage chamber 1OC of each section of pipe joint 10, a water delivery gallery 295 of the pushing side shore structure 2, a pushing side water pump room 29, a water delivery gallery of the receiving side shore structure 2' and a receiving side water pump room; the centralized control center is arranged in the jacking side shore structure 2 and the receiving side shore structure 2'. The video monitoring device comprises a plurality of monitoring cameras which penetrate through the whole tunnel and are arranged at intervals of 10-20 m; all surveillance cameras are connected to a computer terminal located in a centralized control center through lines, windows for water leakage, smoke and toxic gas are arranged on a display screen of the computer terminal, and audio warning can be achieved. The water level monitoring device comprises a plurality of water level monitors 19 which are arranged in the water supply and drainage chamber 10C of the multi-section pipe joint 10 in a one-to-one correspondence manner, all the water level monitors 19 are connected to a water level monitoring terminal positioned in a centralized control center through wires, and the water level monitoring terminal carries out voice warning according to the rising amplitude of the water level; the water level monitoring terminal sets an early warning value, an alarm value, a warning value, an emergency value, a limit value and an overrun value in sequence from low to high, and lags behind video monitoring to send out warning.

The escape time prolonging system comprises a floating weight ratio adjusting system, a communication channel sealing door and a tunnel entrance emergency sealing door; wherein, the communication channel sealing doors 60A are arranged at two ends of the communication channel 60 of the double-pipe tunnel, and the communication channel sealing doors 60A are automatic opening and closing doors; the tunnel portal emergency sealing door is arranged at a tunnel outlet of the jacking side shore structure 2 and a tunnel outlet of the receiving side shore structure 2', and is controlled to be opened and closed by a centralized control center.

The escape path comprises an escape path in the tunnel and an escape path at the top of the tunnel; wherein the content of the first and second substances,

the escape route in the tunnel comprises a tunnel pavement escape passage and a tunnel upper layer escape passage which are communicated with the pushing side shore structure 2 and the receiving side shore structure 2', and a communication passage 60 of the double-pipe tunnel; the tunnel pavement escape passage is arranged on the tunnel middle layer 10B; the tunnel upper layer escape passage is arranged on the tunnel upper layer 10A and enters through a plurality of manholes 61 formed on the upper partition plate 10; the manholes 61 are respectively arranged at intervals of 250-300 m on two sides of the upper partition plate 10 along the length direction of the tunnel, the size of each manhole 61 is 800mm multiplied by 600mm, each manhole 61 is provided with a downward automatic overturning door, and the automatic overturning door is provided with an attached ladder stand 62.

The escape route at the top of the tunnel comprises a plurality of standby emergency escape exits and rescue submarine 64 which are arranged at the top of the tunnel; the standby emergency exits are arranged on the top wall of the tunnel along the length direction of the tunnel at intervals of 1km, and each standby emergency escape exit is provided with an emergency hatch door 63; the rescue submarine 64 stops at the top of the emergency hatch 63, a standby emergency hatch which is in butt joint with the emergency hatch 63 is arranged at the bottom of the rescue submarine 64, the standby emergency hatch is opened, and personnel enter the rescue submarine 34 through a ladder stand 65 which is laid down from the standby emergency hatch.

The escape system disclosed by the invention utilizes the structural arrangement and equipment allocation of the pavement structure, the communication channel, the tunnel upper layer structure and the floating weight ratio adjusting system of the suspension tunnel to the maximum extent, so that reasonable utilization of resources is realized, the reasonability of the tunnel structure design is increased, and for a double-pipe tunnel, the communication channel is also utilized as an escape channel; the escape system also utilizes the floating weight ratio adjusting system to the maximum extent, so that the water leakage of the common tunnel can be effectively treated without personnel evacuation; and in the case that the tunnel is damaged to an excessive extent and people are required to evacuate, the evacuation time is greatly increased.

The invention relates to a cable-stayed suspension tunnel structure which is linearly arranged in the plane direction and the longitudinal direction and comprises an underwater suspension tunnel, a shore connection structure, a stay cable, a cable anchor pier and the like. The underwater suspension tunnel is generally buried deeply and is connected with a ground road through a land slope tunnel.

The shore connection structure is positioned on a stable foundation near a shore slope, and plays a role in connection and conversion between the underwater suspension tunnel and the onshore slope tunnel. In order to ensure the stability of the bank connecting structure and the bank slope, the original underwater slope on the waterside side of the bank connecting structure needs to be protected and reinforced. The connection type of the underwater suspension tunnel and the tunnel pipe section in the shore connection structure is rigid connection. Because the underwater suspension tunnel is buried deeply, the depth of the shore connection structure is required to be deep, the lower part of the underwater suspension tunnel is used for arranging a tunnel structure and a tunnel auxiliary facility application room, and the upper part of the underwater suspension tunnel can be used for parking lots and other purposes.

The stay cable of the invention considers the safety risk of the tunnel operation period, and adopts a bidirectional single-cable-plane tunnel under the condition that the current of the sea ditch is bidirectional current (rising and falling tide) and the flow rate is very low; under the condition that the current of the sea ditch is bidirectional current (rising and falling tide) and the flow velocity is large, a bidirectional double-cable-surface tunnel is adopted.

The construction process of the underwater suspension tunnel mainly comprises three steps: a section-by-section underwater splicing method, an overwater integral splicing method and an underwater pushing method. And performing process selection according to the analysis of the influence degree of weather, hydrology and other conditions of the tunnel address in the sea area on the construction, the analysis of the process difficulty and the like.

Segment-by-segment underwater splicing: and (4) carrying the prefabricated pipe sections to a mounting point in a section-by-section floating mode, submerging section-by-section, butting underwater and fastening. The water integral splicing method comprises the following steps: the prefabricated pipe sections are transported to a temporary quayside wharf near a tunnel address in a floating mode section by section, are in butt joint and fastened in groups, then are moved in butt joint groups, are respectively in butt joint into a whole, are integrally turned and dragged to the water surface above the tunnel in a floating mode, are integrally submerged, and are in butt joint with the shore. Underwater pushing method: and the prefabricated pipe joints are pushed to the receiving side shore structure section by section in the pushing side shore structure. The former two methods are greatly influenced by conditions such as weather and hydrology in sea areas of tunnels, a proper construction window period needs to be selected, the effective operation time is short, and the butt joint difficulty is extremely high; the pushing method is basically not influenced by conditions such as weather and hydrology, butt joint is dry construction, and thrust and water stopping difficulty is high. By comprehensive consideration, the pushing process is recommended.

The length of each section of pipe joint is determined according to the construction process of the adopted underwater suspension tunnel, the lifting capacity of the pipe joint installation equipment and the power positioning capacity thereof, the site conditions, the engineering cost and the like. For the section-by-section underwater splicing method and the water integral splicing method, the length of each section of pipe joint is preferably 120-180 m; for the underwater pushing method, the length of each section of pipe joint is more suitable to be 60-100 m.

The underwater cable-stayed suspension tunnel structure is suitable for any water area with a stable bank slope and seismic intensity not greater than 7 degrees, and is particularly suitable for water areas with low water flow velocity, and the tunnel is more stable and more comfortable and safer to operate as the flow velocity is smaller. The water area with the water depth of more than 60m and the water area width of more than 1500m is more suitable than bridges and immersed tube tunnels. For a bank slope of a soft soil geological soil layer or a newly-built artificial island, the foundation needs to be reinforced to ensure the stability of the slope. For the area with the earthquake intensity larger than 7 degrees, factors such as safety, human psychology and the like are considered and the area is used carefully. The cable-stayed suspension tunnel structure is not suitable for the region with ground cracks, the seismic zone and the junction region of geological plates. Due to the limitation of the angle of the stay cable, the underwater span of the cable-stayed suspension tunnel structure is not suitable to be larger than 4 km.

The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within the scope of the present invention, and should be defined by the claims.

Claims

1. An underwater cable-stayed suspension tunnel structure comprises a tunnel body, a shore connection structure, a cable anchorage system, a floating weight ratio adjusting system, an anti-collision warning system and an escape system; the shore connecting structures comprise pushing side shore structures and receiving side shore structures which are arranged on the pushing side coast and the receiving side coast in a one-to-one correspondence manner; the tunnel body comprises an underwater suspension tunnel, a pushing side land area slope tunnel and a receiving side land area slope tunnel; the water-facing end of the pushing side land area slope tunnel and the water-facing end of the receiving side land area slope tunnel are connected with the back water end of the pushing side shore structure and the back water end of the receiving side shore structure in a one-to-one correspondence manner; the underwater suspension tunnel is formed by connecting a plurality of sections of pipe joints, each section of pipe joint is internally divided into a tunnel upper layer, a tunnel middle layer and a tunnel lower layer by an upper partition plate and a lower partition plate, and the space of the tunnel upper layer is a process chamber; the middle layer of the tunnel is a tunnel traffic room; the lower layer of the tunnel is a water supply and drainage chamber; it is characterized in that the preparation method is characterized in that,

the traction anchor section is positioned between the steel sealing door of the pipe joint consolidation section and the backwater side wall body, the bottom of the traction anchor section is provided with a reinforced concrete abutment, a pile foundation is arranged below the abutment, and the abutment is provided with a traction device of a high-power traction cable;

the cable anchorage system adopts a bidirectional single cable surface or a bidirectional double cable surface and comprises four cable receiving wells, four groups of cable steering piers, a cable ramp and a plurality of stay cables; the four inhaul cable receiving wells are respectively arranged on the shore at the pushing side at two sides of the tunnel and the shore at the receiving side at two sides of the tunnel; each cable receiving well comprises a cable anchorage pier and a monitoring room; the four groups of cable steering piers are respectively arranged on pushing side coast bank slopes on two sides of the tunnel and receiving side coast bank slopes on two sides of the tunnel and are close to the four cable receiving wells one by one; the stay cable ramp is arranged on a bank slope between each group of stay cable steering piers and the corresponding stay cable receiving well; one ends of the plurality of stay cables are anchored on two side surfaces of the underwater suspension tunnel at intervals, and the other ends of the plurality of stay cables penetrate through a steering cable guider in the stay cable steering pier, extend to the ground along an underwater stay cable ramp and are anchored on a stay cable anchorage pier;

2. The underwater cable-stayed suspension tunnel structure according to claim 1, wherein the cross-sectional structure of the underwater suspension tunnel is circular or prismatic, and the included angle of the tips of the prisms is less than or equal to 60 degrees.

3. The underwater cable-stayed suspension tunnel structure according to claim 1,

4. The underwater cable-stayed suspension tunnel structure according to claim 1,

5. The underwater cable-stayed suspension tunnel structure according to claim 1,

6. The underwater cable-stayed suspension tunnel structure according to claim 1,

7. The underwater cable-stayed suspension tunnel structure according to claim 1,

8. The underwater cable-stayed suspension tunnel structure according to claim 1, wherein the pushing side land area slope tunnel and the receiving side land area slope tunnel are sequentially provided with an open cut tunnel and a mine method tunnel from the ground downwards; the open-cut tunnel is provided with an open section, a grating section and a buried section from the ground to the bottom.