Combined support and anchor cable combined underwater immersed tube tunnel and construction method thereof

Abstract

The invention relates to a combined support and anchor cable combined underwater immersed tube tunnel and a construction method thereof, the combined support and anchor cable combined underwater immersed tube tunnel comprises a tunnel body which is formed by tube joints which are connected end to end in the length direction; the lower part of the pipe joint supporting mechanism extends into the seabed, the upper part of the pipe joint supporting mechanism extends out of the seabed, and the pipe joint is supported on the upper part of the pipe joint supporting mechanism; the device is characterized by further comprising a pipe joint anchoring mechanism used for controlling vibration and / or displacement of the tunnel body, and the pipe joint anchoring mechanism is arranged between the outer wall of the pipe joint and the seabed; the piles are distributed on the outward sides of the pipe joints forming the tunnel body at intervals, the lower ends of the piles penetrate into the seabed, the upper ends of the piles upwards stretch out of the seabed and are fixed to the pipe joints, and the resultant force of the tunnel body in the X direction, the Y direction and the Z direction is close to zero. The device has the advantages that vibration and / or displacement generated by the coupling effect of factors such as ocean waves, ocean currents, ship waves, storm surge and dynamic loads are effectively controlled so as to cope with the complex ocean environment; and the technical difficulty, the engineering cost and the comprehensive cost are reduced.

Description

Technical Field

[0001] The invention belongs to the technical field of ocean-crossing underwater tunnels, and in particular relates to an underwater immersed tube tunnel combining a combined support and an anchor cable, and also relates to a construction method thereof. Background Art

[0002] The suspended tunnel is also known as the Archimedes floating bridge. In 1969, Alyan B. Grant proposed a plan to build a suspended tunnel across the Strait of Messina in Italy and was awarded. Since the proposal of the suspended tunnel, there has been no complete theoretical system. my country has officially started the application research of suspended tunnels since 2018. The Tianjin Water Transport Engineering Science Research Institute of the Ministry of Transport organized relevant units to conduct research and tackle key problems. The CCCC Hong Kong-Zhuhai-Macao Bridge Island Tunnel Project Department and the CCCC Suspended Tunnel Engineering Technology Research Group formed the CCCC Suspended Tunnel Structure and Design Method Research Research Group to carry out research on suspended tunnel engineering technology, which is still in the theoretical exploration stage. The construction of cross-sea channels in my country's three major straits (Qiongzhou Strait, Bohai Strait and Taiwan Strait) still faces major technical difficulties and challenges, and there is still a long way to go to promote the construction of a strong transportation country.

[0003] One of the key technologies for major infrastructure construction in the transportation field: carry out preliminary research on suspended tunnel design theory and cross-strait channel construction technology, and strengthen the research and development and application of high-performance engineering materials, new structural systems, etc.

[0004] During the Spring Festival travel rush across the Qiongzhou Strait every year, the issues that people are most concerned about and worried about are: traffic jams, suspension of flights, difficulties in crossing the sea, slow crossing of the sea, etc. The development of Hainan, the control of the South China Sea, and the management of the South China Sea require all-weather cross-sea channels. Cross-sea channels have absolute advantages in terms of timeliness, safety, and transportation capacity, and there is no better alternative.

[0005] Take the Qiongzhou Strait as an example. The water is deep, the waves are high, and the ocean currents are strong. For a suspended tunnel, it is a complex power system. In addition to the live load or eccentric load of cars and trains, the suspended tunnel supported by anchor cables or ordinary "trusses" cannot cope with the effects of waves, ocean currents, sunken ships, dragging anchors, etc. It is impossible to control the amplitude of the suspended tunnel within a reasonable range, prevent vortex vibration in the tunnel, and ensure that the tunnel is in a relatively fixed position to ensure the smooth driving of vehicles such as cars and / or trains. Therefore, the construction of suspended tunnels is still a super problem in the world.

[0006] CN111424713A recommends a "floating tunnel and its construction method", but its tunnel structure is not sufficient to maintain balance and stability under the influence of waves, ocean currents, active loads, etc. For details, please refer to the description of the patent, paragraphs 0048 to 0065 and Figure 1to Figure 6. CN118128092A provides "a double - tube floating tunnel with a fixed truss support type flat olive shape and a construction method", and this patent also cannot cope with the effects of waves and ocean currents on the tunnel tubes like the Qiongzhou Strait, cannot ensure that the amplitude of the tunnel tubes is within a reasonable range in a complex environment, and cannot avoid the occurrence of vortex - induced vibration of the tunnel tubes.

[0007] Based on the above, it is of positive significance to explore a floating immersed - tube tunnel and its construction method with a more reasonable structure, which helps to reduce the technical difficulty, shorten the construction period, and reduce the project cost. Summary of the Invention

[0008] The object of the present invention is to provide a combined - support and cable - anchor - combined underwater immersed - tube tunnel that can effectively control vibrations and / or displacements caused by the combined action of factors such as ocean waves, ocean currents, ship - generated waves, storm surges, and dynamic loads, so as to cope with complex marine environments, simplify the structure, reduce the technical difficulty, reduce the project cost, and reduce the comprehensive cost.

[0009] Another object of the present invention is to provide a construction method for a combined - support and cable - anchor - combined underwater immersed - tube tunnel, which can fully realize the comprehensive embodiment of the technical effects of the combined - support and cable - anchor - combined underwater immersed - tube tunnel.

[0010] The object of the present invention is achieved as follows. A combined - support and cable - anchor - combined underwater immersed - tube tunnel includes a tunnel body, which is composed of pipe segments connected end - to - end in the length direction; a pipe - segment support mechanism, the lower part of which penetrates deep into the seabed and the upper part of which protrudes above the seabed, and the pipe segments are supported on the upper part of the pipe - segment support mechanism. The feature is that it further includes a pipe - segment anchoring mechanism for controlling the vibration and / or displacement of the tunnel body, which is arranged at intervals between the outer wall of the pipe segment in the length direction and the seabed; pile columns distributed at intervals along the length direction on the outward - facing side of the pipe segments constituting the tunnel body, the lower ends of which penetrate deep into the seabed and the upper ends of which protrude above the seabed and are fixed to the pipe segments. Among them, the resultant forces in the X - direction, Y - direction, and Z - direction of the tunnel body approach zero.

[0011] In a specific embodiment of the present invention, the pipe - segment support mechanism includes pier piles and pipe - segment support piers. The lower ends of the pier piles are pressed into the seabed, and the upper ends protrude above the seabed. The pipe - segment support piers are placed on the tops of the pier piles, and the head and tail ends of the pipe segments are supported between two adjacent pipe - segment support piers.

[0012] In another specific embodiment of the present invention, the pipe joint anchoring mechanism includes a pipe joint cable and a pipe joint cable connecting anchor pile. One end of the pipe joint cable facing the pipe joint is connected to the pipe joint through a pipe joint cable connecting saddle, and one end of the pipe joint cable facing the pipe joint cable connecting anchor pile is connected to the upper end face of the pipe joint cable connecting anchor pile. The lower end of the pipe joint cable connecting anchor pile is pressed into the seabed.

[0013] In yet another specific embodiment of the present invention, the cross-sectional shape of the pipe joint is a hollow circle or ellipse.

[0014] In still another specific embodiment of the present invention, a support pier anchoring mechanism is provided between the upper end of the pier pile and the seabed. The support pier anchoring mechanism includes a support pier cable and a support pier cable anchor pile. One end of the support pier cable is connected to a saddle provided on the pipe joint support pier, and the other end is connected to the upper end of the support pier cable anchor pile. The upper end of the support pier cable anchor pile extends out of the seabed, and the lower end is pressed into the seabed.

[0015] Another task of the present invention is completed as follows. A construction method for a subsea immersed tube tunnel combining combined support and cable includes the construction of pipe joints for forming the tunnel body, the construction of a pipe joint support mechanism, the installation construction of pipe joints, the construction of a pipe joint anchoring mechanism, the construction of pile columns, and post-construction work: The construction of the pipe joints for forming the tunnel body includes the following steps: A) Fabricate a steel shell with a sandwich cavity in a shipyard dock or a tunnel dock, pour concrete into the sandwich cavity to obtain a pipe joint blank. On both sides of the pipe joint blank in the length direction, water inlet valves communicating with the cavity of the pipe joint blank are provided for injecting seawater into the cavity of the pipe joint blank, and a pipe joint exhaust valve for discharging air in the cavity of the pipe joint blank during the process of injecting seawater into the cavity of the pipe joint blank by the water inlet valves is provided at the top of the pipe joint blank in the length direction. Pipe column fixing hoops are provided at intervals on both side walls of the pipe joint blank, and pipe joint cable connecting saddles are provided at intervals on both sides of the pipe joint blank in the length direction. Then, anti-corrosion treatment is performed on the outer surface of the pipe joint blank and the inner side of the cavity of the pipe joint blank to obtain a pipe joint; B) Install a water stop belt on one end face of the pipe joint obtained in step A); C) Install pipe joint cavity opening steel plate closing doors at both ends of the pipe joint; D) Open the gate of the shipyard dock or the tunnel dock to drain water, so that the pipe joint slowly rises and floats on the water surface in a semi-submerged state; E) Float the pipe joint to the construction site dock for docking and standby; The construction of the pipe joint support mechanism is as follows: Based on the seabed, the prefabricated pipe joint support mechanisms are arranged at intervals along the length direction of the pre-designed immersed tube tunnel. The lower part of the pipe joint support mechanism is driven into the seabed by piling, and the upper part protrudes above the seabed. The interval distance between two adjacent pipe joint support mechanisms is adapted to the length of the pipe joints described in steps A) and E), obtaining the pipe joint support mechanism for supporting the pipe joints, and a support pier anchoring mechanism is arranged around the pipe joint support mechanism; The steps of the installation construction of the pipe joints are as follows: a) Float the pipe joints described in step E) to the sea surface above the corresponding pipe joint support mechanisms; b) Hoist the pipe joints with a ship's crane; c) Open the water inlet valve and exhaust valve described in step A) to inject seawater into the cavity of the pipe joint blank. When the sum of the seawater entering the cavity of the pipe joint blank and the self-weight of the pipe joints obtained in step D) is greater than the buoyancy of the pipe joints to be sunk, close the water inlet valve and the exhaust valve of the pipe joints described in step A), and slowly sink the pipe joints until the head and tail ends of the pipe joints are supported on the pipe joint support mechanisms and fixed; d) Repeat steps a), b), and c), and use a ship's crane to complete the head-to-tail docking of all the subsequent installed pipe joints and the first installed pipe joint on the pipe joint support mechanisms with the help of a pulling device, obtaining the tunnel body; The construction of the pipe joint anchoring mechanism is as follows: The pipe joint anchoring mechanism for controlling the vibration and / or displacement of the tunnel body is arranged along the outer wall of all the pipe joints constituting the tunnel body described in step d) and between the saddle of the pipe joint anchor cable described in step A) and the seabed; The construction of the pile columns is as follows: The prefabricated pile columns are distributed at intervals along the length direction of the outer sides of all the pipe joints constituting the tunnel body described in step d), and the lower ends of the pile columns are driven into the seabed with the help of a piling device, while the upper ends of the pile columns protrude above the seabed and are fixed to the pile column fixing hoops arranged at intervals on both outer walls of the pipe joint blank described in step A). Among them, the construction of the pipe joint anchoring mechanism and the pile columns has no sequence; The subsequent construction is as follows: Remove the steel plate end seal door described in step C), drain the seawater in the cavity of the pipe joint blank described in step c) and carry out outfitting, and install the inner water stop belt; The resultant forces in the X, Y, and Z directions of the tunnel body approach zero.

[0016] In another specific embodiment of the present invention, the cavity of the pipe joint blank constitutes the traffic lane of the pipe joint, and this traffic lane is a single-layer traffic lane or an upper and lower double-layer traffic lane.

[0017] In a further specific embodiment of the present invention, when the traffic lane is a double-deck traffic lane, the traffic lane includes an upper traffic lane and a lower traffic lane. The upper and lower traffic lanes are separated by a traffic isolation floor plate, and the lower traffic lane and the upper traffic lane are connected by stairs arranged at intervals.

[0018] In a further specific embodiment of the present invention, the upper traffic lane is a motor vehicle lane, and the lower traffic lane is a railway lane; an upper traffic lane ventilation device is provided at the top in the length direction of the upper traffic lane.

[0019] In yet another further specific embodiment of the present invention, ballast layers are respectively arranged at the bottom and the lower parts on both sides of the lower traffic lane.

[0020] The technical effect of the technical solution provided by the present invention is as follows: Since the pipe joint anchoring mechanism is arranged at intervals between the outer wall in the length direction of the pipe joint constituting the tunnel body and the seabed, and since piles with the lower ends extending deep into the seabed and the upper ends fixed to the pipe joints are arranged at intervals in the length direction on the outward side of the pipe joint constituting the tunnel body, it is helpful to effectively control the vibration and / or displacement generated by the coupling action of factors such as ocean waves, ocean currents, ship traveling waves, storm surges and dynamic loads, so as to cope with the complex marine environment; Since the structures of the pipe joint, the pipe joint support mechanism, the pipe joint anchoring mechanism and the pile of the tunnel body are simple, the technical difficulty is reduced, and the project cost and comprehensive cost are reduced; Since the provided construction method does not have harsh construction conditions, the technical effects of the underwater pipe-jacking tunnel combined with combined support and anchor cable can be fully realized. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 FIG. is a schematic diagram of an embodiment of the underwater pipe-jacking tunnel combined with combined support and anchor cable of the present invention; Figure 2 is Figure 1 cross-sectional schematic diagram.

[0022] Figure 3 The figure shows a schematic diagram of two adjacent pipe joints supported on the pipe joint support mechanism in a head-to-tail connection state. DETAILED DESCRIPTION OF THE INVENTION Embodiment 1

[0023] Please refer to Figures 1 to 3 , the construction method of the underwater pipe-jacking tunnel combined with combined support and anchor cable provided by the present invention includes the construction of manufacturing the pipe joint 1 and the pipe joint support mechanism 2 for constituting the tunnel body 100, the installation construction of the pipe joint 1, the construction of the pipe joint anchoring mechanism 3 and the pile 4, and the follow-up construction. The pipe joint 1 for constituting the tunnel body 100 in this embodiment has a circular cross-sectional shape with a pair of communication channels 116 spaced apart from each other; For the cross-sea channel across the Qiongzhou Strait planned by the state, the XU Wen New Seaport route, a tunnel with two tracks for trains + a six-lane highway in both directions is proposed. The maximum depth of the strait is 90 meters, the seabed is uneven, and the seabed is mainly composed of silty sand and silty clay with relatively high bearing capacity (200 - 30 KPa), which can be used as the bearing layer for combined supports and anchor cables. Since there is currently no hydrographic data at a depth of 40 - 90 meters below the sea surface, it is impossible to calculate the mechanics of the immersed tube tunnel in the X, Y, and Z directions. The tunnel is planned to use two tunnel tubes, built at a position 60 meters below the sea surface. After the two tunnel tubes are separately floated and installed, they are connected underwater through a connecting mechanism. The tunnel tube uses a circular steel shell concrete immersed tube section, with a tube section length of 250 meters, an inner diameter of 17 meters, an outer diameter of 18.72 mm, an inner steel plate thickness of 20 mm, a reinforced concrete thickness of 800 mm, and an outer steel plate thickness of 40 mm, protected by cathodic protection + polyurethane waterproof material. The tunnel pier piles are steel pipe piles with a diameter of 4 meters, filled with concrete inside. The pile columns are steel pipes with a diameter of 3.5 meters and a spacing of 20 meters. The anchor cables have a diameter of 120 mm and are designed to form an angle of 60 degrees with the seabed. A spring is provided between the anchor cable and the saddle to keep the anchor cable in a tensile state at all times. The buoyancy of the tunnel tube section: , taking the floating weight ratio of 1.10, the self-weight of the tunnel tube is 6.28×10 5 (KN), including traffic isolation boards, outfitting, and ballast weight.

[0024] The steps for manufacturing the tube section 1 that constitutes the tunnel body 100 are as follows: In the tunnel dock, weld the steel shells fabricated in sections into a 250-meter-long tunnel tube. Pour concrete into the cavity between the steel shells, install traffic isolation boards, and pour ballast concrete to obtain a tube section blank. On both sides of the length direction of the tube section blank, install water inlet valves that communicate with the cavity of the tube section blank for injecting seawater into the cavity of the tube section blank, and on the top of the length direction of the tube section blank, install a tube section exhaust valve for discharging the air in the cavity of the tube section blank to the outside during the process of injecting seawater into the cavity of the tube section blank by the water inlet valve. On both side walls of the tube section blank, install pile column fixing hoops 12 at intervals. Each pair of pile column fixing hoops 12 is arranged in a paired and vertically corresponding manner and fixed on both sides of the tube section blank. And on both side walls of the tube section blank, install tube section anchor cable connection saddles 13 at intervals. Then, perform anti-corrosion treatment on the outer surface of the tube section blank and the inner side (i.e., the inner surface) of the cavity of the tube section blank to obtain the tube section 1 with a circular cross-sectional shape as described above; B) Install a water stop belt on one end face of the tube section 1 obtained in step A). The water stop belt is preferably an OMEGA water stop belt; C) Install steel plate closing doors for the tube section cavity openings at both ends of the tube section 1; D) Open the gates of the tunnel dock to release water, causing the tube section 1 to slowly rise and float on the water surface, being in a semi-submerged state; E) Float the pipe section 1 to the construction site wharf for berthing and standby; The construction of the pipe section support mechanism 2 is as follows: Based on the seabed 10, the prefabricated pipe section support mechanism 2 is arranged at intervals along the length direction of the pre-designed underwater pipe tunnel. The pipe section support mechanism 2 includes pier piles 21 and pipe section support piers 22. The pier piles 21 are distributed in a grid pattern and are connected by pier pile connecting crossbeams 211 that surround at intervals in the height direction. The lower ends of the pier piles 21 are pressed into the seabed 10 by pile driving equipment, and the upper ends extend upward out of the seabed 10. The center distance between two adjacent pipe section support mechanisms 2 is 250 meters. The aforementioned pipe section support piers 22 are placed on the tops of the pier piles 21 and are fixedly connected to the tops of the pier piles 21. The head and tail ends of the aforementioned pipe section 1 are supported between two adjacent aforementioned pipe section support piers 22. In this embodiment, and by Figure 3 As shown, a support pier anchoring mechanism 5 is arranged between the upper end of the aforementioned pipe section support pier 22 and the seabed 10. The support pier anchoring mechanism 5 includes a support pier cable 51 and a support pier cable anchor pile 52. One end of the support pier cable 51 is connected to a saddle (not shown in the figure) arranged on the pipe section support pier 22, and the other end is connected to a saddle at the upper end of the support pier cable anchor pile 52, that is, the support pier cable anchor pile saddle (also not shown in the figure). The upper end of the support pier cable anchor pile 52 extends out of the seabed 10, and the lower end is driven or pressed into the seabed 10 by pile driving equipment. By Figures 1 to 3 As shown, since this embodiment has two rows of tunnel bodies 100, the corresponding pipe sections 1 are also in two rows. Therefore, the aforementioned pipe section support mechanisms 2 are interconnected and supported by interconnecting beams 23 that are spaced apart in the height direction to ensure stability. The function of the aforementioned support pier anchoring mechanism 5 is the same as that of the pipe section anchoring mechanism 3 mentioned above and to be described in detail below. It can be seen that in this step, the pipe section support mechanism 2 for supporting the pipe section 1 is obtained; The installation construction steps of the pipe section 1 are as follows: a) Float the pipe section 1 described in step E) to the sea surface above the corresponding pipe section support mechanism 2; b) Lift the pipe section 1 with a ship crane; c) Open the water inlet valve and exhaust valve described in step A) and inject seawater into the pipe section blank cavity. When the sum of the seawater entering the pipe section blank cavity and the self-weight of the pipe section 1 obtained in step E) is greater than the buoyancy of the pipe section 1 to be sunk, close the water inlet valve and the pipe section exhaust valve described in step A), and slowly sink the pipe section 1 until the head and tail ends of the pipe section 1 are supported on the pipe section support piers 2 of the structural system of the pipe section support mechanism 2 and fixed; d) Repeat steps a), b), and c), and use a ship crane to complete the head-to-tail docking of all subsequent installed pipe sections 1 and the first installed pipe section 1 on the pipe section support mechanism 2 with the help of a pulling device to obtain the tunnel body 100; The construction of the pipe joint anchoring mechanism 3 is as follows: The pipe joint anchoring mechanism 3 for controlling the vibration and / or displacement of the tunnel body 100 is arranged along the outer wall in the longitudinal direction of all the pipe joints 1 constituting the tunnel body 100 described in step d) and between the pipe joint cable anchor connecting saddle 13 described in step A) and the seabed 10. The pipe joint anchoring mechanism 3 in this embodiment includes a pipe joint cable anchor 31 and a pipe joint cable anchor connecting anchor pile 32. One end of the pipe joint cable anchor facing the pipe joint 1 is connected to the pipe joint 1 through the aforementioned pipe joint cable anchor connecting saddle 13, while one end of the pipe joint cable anchor 31 facing the pipe joint cable anchor connecting anchor pile 32 is connected to the saddle on the upper end face of the pipe joint cable anchor connecting anchor pile 32, that is, the pipe joint cable anchor connecting anchor pile saddle. The lower end of the pipe joint cable anchor connecting anchor pile 32 is driven into the seabed 10 by a pile driving device, and the upper end extends out of the seabed 10.

[0025] The construction of the pile column 4 is as follows: The prefabricated pile columns 4 are distributed at intervals along the longitudinal direction on the outer side of all the pipe joints 1 constituting the tunnel body 100 described in step d), and the lower end of the pile column 4 is driven deep into the seabed 10 by means of a pile driving device, while the upper end of the pile column 4 extends upward out of the seabed 10 and is fixed to the aforementioned pile column fixed hoops 12 provided at intervals on the outer walls on both sides of the pipe joint blank in step A). Among them, the construction of the pipe joint anchoring mechanism 3 and the pile column 4 has no sequence. The subsequent construction is as follows: Remove the steel plate end sealing door described in step C), drain the seawater in the cavity of the pipe joint blank described in step c) and carry out outfitting, and install the inner water stop belt; The resultant force of the tunnel body 100 in the three-dimensional space in the complex marine environment approaches zero, and the resultant forces in the X, Y, and Z directions approach zero. Specifically, ∑Fx≈0, ∑Fy≈0, ∑Fz≈0, which can effectively control the vibration, amplitude, and displacement of the tunnel body 100.

[0026] In this embodiment, and by Figure 1 and Figure 2 As shown, the cavity of the pipe joint blank constitutes the traffic lane 11 of the pipe joint 1, and this traffic lane 11 is a double-deck traffic lane. This double-deck traffic lane includes an upper traffic lane 111 and a lower traffic lane 112. The upper and lower traffic lanes 111 and 112 are separated by a traffic isolation bottom plate 113, and the lower traffic lane 112 is connected to the upper traffic lane 111 through stairs 114 arranged at intervals. These stairs 114 are located at the aforementioned connection passage 116, that is, they are connected to the connection passage 116; The upper traffic lane 111 is a motor vehicle lane, and the lower traffic lane 112 is a railway lane; An upper traffic lane ventilation device 1111 is provided at the top in the longitudinal direction of the upper traffic lane 111.

[0027] In Figure 1 and Figure 2It is also clearly shown that ballast layers 115 are respectively arranged at the bottom and the lower parts on both sides of the downstream lane 112.

[0028] (1) Calculate the acting force of the ocean current in the horizontal direction Based on the fact that the calculation of the acting force of flowing water on an object is relatively complex, the momentum theorem can be used for calculation, or the drag formula can be used for calculation. By directly measuring the drag force of the tunnel pipe (test pipe segment) in the marine environment, the drag force with a 100-year return period is calculated.

[0029] (2) Calculate the acting force of the wave in the vertical direction (simplified estimation by Morison equation).

[0030] By directly measuring the acting force of the wave on the tunnel pipe (test pipe segment) in the marine environment, the acting force of the wave with a 100-year return period is calculated. Embodiment 2

[0031] Only change the tunnel dock in step A) to a ship dock, change the opening of the gate to release water from the tunnel dock in step D) to the opening of the gate to release water from the ship dock, so that the pipe segment 1 slowly rises and floats on the water surface in a semi-submerged state; change the double-row arrangement of the tunnel body 100 in Embodiment 1 to a single-row arrangement, and also change the double-row arrangement of the pipe segment 1 to a single-row arrangement accordingly, and discard the connection passage 116; change the pipe segment support mechanism 2 from a pair in Embodiment 1 to one and discard the corresponding interconnection beam 23. The rest are the same as the description of Embodiment 1.

[0032] Embodiment 3 (figure omitted): Only change the cross-sectional shape of the pipe segment 1 in Embodiment 1 to an oval.

[0033] The rest are the same as the description of Embodiment 1.

Claims

1. A combined support and cable anchor for underwater immersed tube tunnel, comprising a tunnel body (100), which is composed of tube segments (1) connected end to end in the length direction; a tube segment support mechanism (2), the lower part of the tube segment support mechanism (2) penetrates into the seabed (10), and the upper part projects out of the seabed (10), and the tube segment (1) is supported on the upper part of the tube segment support mechanism (2); characterized in that: It further includes a segment anchoring mechanism (3) for controlling the vibration and / or displacement of the tunnel body (100). The segment anchoring mechanism (3) is arranged at intervals between the outer wall in the longitudinal direction of the segment (1) and the seabed (10); pile columns (4) are distributed at intervals on the outer side in the longitudinal direction of the segments (1) that constitute the tunnel body (100). The lower ends of the pile columns (4) penetrate into the seabed (10), and the upper ends extend upward out of the seabed (10) and are fixed to the segments (1). Among them, the resultant forces in the X, Y, and Z directions of the tunnel body (100) approach zero.

2. The underwater immersed tube tunnel combining combined support and anchor cable according to claim 1, wherein: The segment supporting mechanism (2) includes pier piles (21) and segment supporting piers (22). The lower ends of the pier piles (21) are pressed into the seabed (10), and the upper ends protrude out of the seabed (10). The segment supporting piers (22) are placed on the tops of the pier piles (21). The head and tail ends of the segment (1) are supported between two adjacent segment supporting piers (22).

3. The underwater immersed tube tunnel combining combined support and anchor cable according to claim 1, wherein: The segment anchoring mechanism (3) includes segment anchor cables (31) and segment anchor cable connecting anchor piles (32). One end of the segment anchor cable (31) facing the segment (1) is connected to the segment (1) through a segment anchor cable connecting saddle (13), and one end of the segment anchor cable (31) facing the segment anchor cable connecting anchor pile (32) is connected to the upper end face of the segment anchor cable connecting anchor pile (32). The lower end of the segment anchor cable connecting anchor pile (32) is pressed into the seabed (10).

4. A combined support and cable anchor integrated underwater immersed tunnel according to claim 1 or 2, characterized in that: The cross-sectional shape of the segment (1) is a hollow circle or ellipse.

5. A combined support and cable anchor integrated underwater immersed tunnel according to claim 2, characterized in that: A supporting pier anchoring mechanism (5) is arranged between the upper end of the pier pile (21) and the seabed (10). The supporting pier anchoring mechanism (5) includes a supporting pier anchor cable (51) and a supporting pier anchor cable anchor pile (52). One end of the supporting pier anchor cable (51) is connected to a saddle arranged on the segment supporting pier (22), and the other end is connected to the upper end of the supporting pier anchor cable anchor pile (52). The upper end of the supporting pier anchor cable anchor pile (52) protrudes out of the seabed (10), and the lower end is pressed into the seabed (10).

6. A construction method for an underwater immersed tube tunnel combining a combined support and a cable anchor as described in claim 1, characterized in that: It includes the production of segments (1) for constituting the tunnel body (100), the construction of the segment supporting mechanism (2), the installation construction of the segments (1), the construction of the segment anchoring mechanism (3) and the pile columns (4), and the follow-up construction: The production of the segments (1) for constituting the tunnel body (100) includes the following steps: A) Fabricate a steel shell with a sandwich cavity in a shipyard dock or a tunnel dock. Pour concrete into the sandwich cavity to obtain a pipe segment blank. On both sides of the pipe segment blank in the length direction, install water inlet valves that communicate with the cavity of the pipe segment blank for injecting seawater into the cavity of the pipe segment blank. And on the top of the pipe segment blank in the length direction, install a pipe segment exhaust valve that is used to discharge the air in the cavity of the pipe segment blank during the process of injecting seawater into the cavity of the pipe segment blank by the water inlet valve. Install pile column fixing hoops (12) at intervals on both side walls of the pipe segment blank, and install pipe segment cable connecting saddles (13) at intervals on both sides of the pipe segment blank in the length direction. Then, perform anti-corrosion treatment on the outer surface of the pipe segment blank and the inner side of the cavity of the pipe segment blank to obtain a pipe segment (1); B) Install a water stop belt on one end face of the pipe segment (1) obtained in step A); C) Install pipe segment cavity opening steel plate closing doors at both ends of the pipe segment (1); D) Open the sluice of the shipyard dock or the tunnel dock to let water out, so that the pipe segment (1) slowly rises and floats on the water surface in a semi-submerged state; E) Float the pipe segment (1) to the construction site dock and dock it for later use; The construction of the pipe segment support mechanism (2) is as follows: Based on the seabed (10), install the prefabricated pipe segment support mechanisms (2) at intervals along the length direction of the pre-designed immersed tube tunnel. Drive the lower part of the pipe segment support mechanism (2) into the seabed (10) by piling, and the upper part projects out of the seabed (10). The distance between two adjacent pipe segment support mechanisms (2) is adapted to the length of the pipe segment (1) described in steps A) and E) to obtain the pipe segment support mechanism (2) for supporting the pipe segment (1), and install a support pier anchoring mechanism (5) around the pipe segment support mechanism (2); The installation construction steps of the pipe segment (1) are as follows: a) Float the pipe segment (1) described in step E) to the sea surface above the corresponding pipe segment support mechanism (2); b) Lift the pipe segment (1) by a ship crane; c) Open the water inlet valve and the exhaust valve described in step A) to inject seawater into the cavity of the pipe segment blank. When the sum of the seawater entering the cavity of the pipe segment blank and the self-weight of the pipe segment (1) obtained in step D) is greater than the buoyancy of the pipe segment (1) to be immersed, close the water inlet valve and the pipe segment exhaust valve described in step A), and slowly lower the pipe segment (1) until the head and tail ends of the pipe segment (1) are supported on the pipe segment support mechanism (2) and fixed; d) Repeat steps a), b), and c), and use a ship crane to complete the head-to-tail docking of all the subsequent installed pipe segments (1) and the previously installed first pipe segment (1) on the pipe segment support mechanism (2) with the help of a pulling device to obtain a tunnel body (100); The construction of the pipe segment anchoring mechanism (3) is as follows: Install the pipe segment anchoring mechanism (3) for controlling the vibration and / or displacement of the tunnel body (100) along the outer wall of all the pipe segments (1) that make up the tunnel body (100) described in step d) and between the pipe segment cable connecting saddle (13) described in step A) and the seabed (10); The construction of the pile columns (4) is as follows: the prefabricated pile columns (4) are distributed at intervals along the length direction of the outer side of all the pipe sections (1) constituting the tunnel body (100) described in step d), and the lower ends of the pile columns (4) are driven deep into the seabed (10) by means of a pile driving device, while the upper ends of the pile columns (4) protrude upward from the seabed (10) and are fixed to the pile column fixing hoops (12) provided at intervals on the outer walls of both sides of the pipe section blank described in step A). Among them, the construction of the pipe section anchoring mechanism (3) and the pile columns (4) is not in a specific order. The subsequent construction is as follows: remove the steel plate end seal door described in step C), drain the seawater in the cavity of the pipe section blank described in step c) and carry out outfitting, and install the inner water stop belt; the resultant forces in the X, Y, and Z directions of the tunnel body (100) approach zero.

7. The construction method of a submerged tube tunnel combining combined support and anchor cable according to claim 6, characterized in that: The cavity of the pipe section blank constitutes the traffic lane (11) of the pipe section (1), and this traffic lane (11) is a single-layer traffic lane or an upper and lower double-layer traffic lane.

8. A construction method for an underwater immersed tube tunnel combining combined support and anchor cable according to claim 7, characterized in that: When the traffic lane (11) is an upper and lower double-layer traffic lane, this traffic lane (11) includes an upper driving lane (111) and a lower driving lane (112). The upper and lower driving lanes (111, 112) are separated by a traffic isolation bottom plate (113), and the lower driving lane (112) is communicated with the upper driving lane (111) by stairs (114) arranged at intervals.

9. The construction method of a submerged tube tunnel combining combined support and anchor cable according to claim 8, characterized in that: The upper driving lane (111) is a vehicle driving lane, and the lower driving lane (112) is a train driving lane; an upper driving lane ventilation device (1111) is provided at the top in the length direction of the upper driving lane (111).

10. A construction method for an underwater immersed tube tunnel combining combined support and anchor cable according to claim 8 or 9, characterized in that: Ballast layers (115) are respectively arranged at the bottom and the lower parts on both sides of the lower driving lane (112).

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