EP3882399A1 - Processus de lancement progressif d'un tunnel flottant à haubans immergé - Google Patents

Processus de lancement progressif d'un tunnel flottant à haubans immergé Download PDF

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Publication number
EP3882399A1
EP3882399A1 EP21152316.2A EP21152316A EP3882399A1 EP 3882399 A1 EP3882399 A1 EP 3882399A1 EP 21152316 A EP21152316 A EP 21152316A EP 3882399 A1 EP3882399 A1 EP 3882399A1
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EP
European Patent Office
Prior art keywords
pipe part
section
launching
connection structure
tunnel
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
EP21152316.2A
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German (de)
English (en)
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EP3882399B1 (fr
Inventor
Lixin Xu
Rongping Zheng
Hui Zhao
Hongchun Sun
Yasi Mo
Xu SUN
Xing ZOU
Hao Luo
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CCCC Third Harbor Engineering Co Ltd
China Communications Construction Co Ltd
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CCCC Third Harbor Engineering Co Ltd
China Communications Construction Co Ltd
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Publication of EP3882399A1 publication Critical patent/EP3882399A1/fr
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Publication of EP3882399B1 publication Critical patent/EP3882399B1/fr
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/063—Tunnels submerged into, or built in, open water
    • E02D29/07—Tunnels or shuttering therefor preconstructed as a whole or continuously made, and moved into place on the water-bed, e.g. into a preformed trench
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/063—Tunnels submerged into, or built in, open water
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/063—Tunnels submerged into, or built in, open water
    • E02D29/067—Floating tunnels; Submerged bridge-like tunnels, i.e. tunnels supported by piers or the like above the water-bed
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00—Production methods
    • E02D2250/0061—Production methods for working underwater
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00—Production methods
    • E02D2250/0061—Production methods for working underwater
    • E02D2250/0092—Production methods for working underwater using hydraulical means

Definitions

  • the present invention relates to a submerged floating tunnel, and more particularly to an incremental launching process for a submerged cable-stayed floating tunnel.
  • Submerged Floating Tunnel is abbreviated as “SFT” in English. It is also called “Archimedes Bridge”, or “PDA” bridge for short in Italy. Generally, it is composed of a tubular body floating in the water at 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 the seabed, piers or buoyancy tanks on the water), and structures on both shores. It is a novel structure for means of transportation to cross both shores separated by deep water, is suitable for all means of transportation that need to travel through the water, can be passed by trains, cars, small motor vehicles and pedestrians, and can also be made into service channels through which various pipes and cables pass.
  • the floating tunnel structure is surrounded by water, is neither on the ground nor crossing the ground, but mainly depends on the gravity of its own structure, the buoyancy of the structure and the anchoring force of the support system to retain at a fixed position.
  • the floating tunnel is sealed all around. This structure has all the characteristics of an ordinary tunnel. From the perspective of use, it should be regarded as a "tunnel" rather than a "bridge".
  • the floating tunnel can traverse different waters, such as rivers, fjords, straits and lakes etc., and provides a possible and acceptable form of fixed spanning structures for the places that are considered uncrossable due to deep water or long distance between both shores.
  • the floating tunnel is built at a certain depth underwater. Compared with the open water channel and ferry transportation, bad weathers such as wind, waves, fog, rain and snow etc. will not affect all-weather operation of the floating tunnel. Under the premise of ensuring the same navigable capacity, the floating tunnel has a smoother slope and a shorter total length than a bridge. The construction and use of the floating tunnel will not affect the environment and natural landscape. When a certain span and water depth is exceeded, the unit cost of the floating tunnel will not increase significantly with the increase of span length or channel depth, while the unit costs of cable-stayed bridges and suspension bridges increase significantly with the increase of span.
  • the floating tunnel has certain advantages compared with sea-crossing channel schemes of immersed tube tunnels, deep-buried tunnels, bridges and the like, the design and construction of the floating tunnel are still worldwide problems. So far, no floating tunnel has been built. At present, the floating tunnel is mainly researched in 7 countries (Norway, Italy, Japan, China, Switzerland, Brazil, and the United States) in the world. Many technical problems found in the research are: overall structural layout, tunnel materials, structural types of anchor systems, tunnel connection types, design of shore connecting structures, implementability of tunnel structures, construction and operation risks, etc. Whether these problems can be solved determines whether the floating tunnel can move from a feasible scheme to an actual project.
  • the proposed structural types may be roughly divided into three types: pontoon type, anchored type, and pier type.
  • the pontoon type floating tunnel is suspended on a pontoon on the water through anchor cables or chains, and the gravity of the tunnel is greater than the buoyancy, so the tunnel is greatly affected by fluctuation of the tide rise and fall in the vertical direction;
  • the anchored type floating tunnel is anchored to an anchorage foundation under the seabed through tension legs or anchor cables, and the gravity of the tunnel is smaller than the buoyancy, so the tunnel will be displaced or wobbled under the action of hydrodynamic force;
  • the pier type floating tunnel is actually a tunnel bridge supported on submerged piers, and therefore, is difficult and expensive to construct.
  • tunnel floats in the water
  • installation and construction of the tunnel are affected by wind, waves, currents, traveling waves etc.
  • the three types of tunnels are very difficult in underwater localization and underwater or on-water closure, and their comfort and safety risks during underwater operation are difficult to predict.
  • a submerged cable-stayed floating tunnel structure with a cable system includes a submerged floating tunnel, shore connection structures, a stay cable anchorage system, a buoyancy-weight ratio adjustment system, an anti-collision warning system, an escape system, tunnel subsidiary facilities and so on.
  • the submerged floating tunnel is connected to the shore connection structures and connected to ground roads via land slope tunnels.
  • Stay cables are disposed on the submerged floating tunnel and fixed on cable anchor piers located on both sides of the tunnel to form a stable stress system. Therefore, it is necessary to propose an installation and construction method, corresponding to the submerged cable-stayed floating tunnel structure with a cable system.
  • An object of the present invention is to fill the gap in the prior art and provide an incremental launching process for a submerged cable-stayed floating tunnel which is less affected by wind, waves, currents, ship waves and so on, thereby reducing the risk of offshore construction greatly, and has advantages of high construction efficiency and short construction period.
  • the purpose of the present invention is achieved by providing an incremental launching process for a submerged cable-stayed floating tunnel, the submerged cable-stayed floating tunnel including a tunnel body, a launching-side shore connection structure, a receiving-side shore connection structure, a cable anchorage system and a buoyancy-weight ratio adjustment system, wherein the tunnel body includes a submerged floating tunnel, a launching-side land slope tunnel and a receiving-side land slope tunnel; the launching-side shore connection structure and the receiving-side shore connection structure are respectively located on a launching-side shore and a receiving-side shore; a waterside end of the launching-side land slope tunnel and a waterside end of the receiving-side land slope tunnel are respectively connected to landside ends of the launching-side shore connection structure and the receiving-side shore connection structure; the submerged floating tunnel is formed by connecting a plurality of pipe parts; a head of a first pipe part and a tail of a last pipe part of the submerged floating tunnel are respectively fixed in an inner cavity of the receiving-side shore connection structure and
  • Step 5 of above incremental launching process for a submerged cable-stayed floating tunnel the second pipe part and the first pipe part are connected under a dry construction condition, and the second pipe part and the first pipe part are connected by pipe joints, joint fasteners, joint filling materials and joint sealing materials.
  • Step 7 and Step 8 of above incremental launching process for a submerged cable-stayed floating tunnel the first pipe part and the second pipe part are pushed under a wet construction condition.
  • Step 13 of above incremental launching process for a submerged cable-stayed floating tunnel an outer surface of the head of the first pipe part and an inner surface of the pipe fixing section of the receiving-side shore connection structure are consolidated by pouring concrete, and an outer surface of the tail of the last pipe part and an inner surface of the pipe part connecting box of the launching-side shore connection structure is consolidated by pouring concrete.
  • the buoyancy-weight ratio is adjusted for the first time, the second time and the third time by injecting water into or pumping water out of the water supply and drainage room of each pipe part.
  • the incremental launching process for a submerged cable-stayed floating tunnel of the present invention has the following features:
  • a floating tunnel adapted for an incremental launching process for a submerged cable-stayed floating tunnel of the present invention, includes a tunnel body, a launching-side shore connection structure 2, a receiving-side shore connection structure 2', a cable anchorage system and a buoyancy-weight ratio adjustment system.
  • the tunnel body includes a submerged floating tunnel 1, a launching-side land slope tunnel 6 and a receiving-side land slope tunnel 6'.
  • the launching-side shore connection structure 2 and the receiving-side shore connection structure 2' are located on a launching-side shore 5 and a receiving-side shore 5', respectively.
  • a waterside end of the launching-side land slope tunnel 6 and a waterside end of the receiving-side land slope tunnel 6' are connected to landside ends of the launching-side shore connection structure 2 and the receiving-side shore connection structure 2', respectively.
  • the submerged floating tunnel 1 is formed by connecting a plurality of pipe parts 10, and a head of a first pipe part and a tail of a last pipe part of the submerged floating tunnel 1 are fixed in an inner cavity of the receiving-side shore connection structure 2 and an inner cavity of the launching-side shore connection structure 2', respectively.
  • Each pipe part 10 is divided into an upper tunnel layer, a middle tunnel layer and a lower tunnel layer by an upper partition and a lower partition, and the upper tunnel layer is a process room, the middle tunnel layer is a tunnel traffic room, and the lower tunnel layer is a water supply and drainage room.
  • the launching-side shore connection structure 2 From sea area to land area, the launching-side shore connection structure 2, in turn, includes a scour protection section 21, a starting section 22, a retaining wall for a portal section 2A, a portal section 23, a waterside wall body 2B, a thrust section 24, a sealing section 25, a butting section 26, a pushing section 27, a horizontal transportation section 28 and a landside wall body 2C.
  • a temporary sealing gate 231 and corresponding sealing devices are arranged on a front side face of the waterside wall body 2B, with a water blocking plug disposed on the temporary sealing gate 231.
  • the thrust section 24 is a sealed box structure in which a hoop-type thrust device 240 is set.
  • the sealing section 25 is a sealing wall body with a wall hole, sealing hoops are respectively disposed on a front side face and a rear side face of the sealing wall body along a circumference of the wall hole, and water-stop strips are disposed between the wall hole and an outer surface of the corresponding pipe part 10.
  • the butting section 26 and the pushing section 27 are both arranged in a pipe part connecting box 20 which is capable of being opened and sealed.
  • the butting section 26 has a stepped pipe part butting pit 260 formed in a bottom thereof. Carrying airbags are placed on a bottom of the pushing section 27, and a positioning section for a hydraulic pushing trolley 270 is located at the rear of the pushing section 27.
  • the horizontal transportation section 28 has a jacking-up beam disposed on a bottom thereof, which may be driven by a jack.
  • the receiving-side shore connection structure 2' From sea area to land area, the receiving-side shore connection structure 2', in turn, includes a scour protection section 21, a receiving section 22', a retaining wall for a portal section 2A, a portal section 23, a waterside wall body 2B, a pipe part stabilizing section24', a sealing section 25, a pipe fixing section 26', a drawing and anchor section 27' and a landside wall body 2C.
  • the scour protection section 21, the receiving section 22', the retaining wall for a portal section 2A, the portal section 23, the waterside wall body 2B, the sealing section 25 and the landside wall body 2C of the receiving-side shore connection structure 2' are in one-to-one correspondence with the scour protection section 21, the starting section 22, the retaining wall for a portal section 2A, the portal section 23, the waterside wall body 2B, the sealing section 25 and the landside wall body 2C of the launching-side shore connection structure 2, that is, the corresponding parts have the same structure and function.
  • the waterside wall body 2B of the receiving-side shore connection structure 2' has a wall hole formed through the waterside wall body 2B.
  • Sealing devices 232 are disposed along the wall hole on a waterside face of the receiving-side shore connection structure 2', and the sealing devices 232 adopt sealing hoops on which rubber water-stop strips are disposed.
  • the pipe part stabilizing section 24' is a sealing box structure, with a manhole formed in a top thereof and an embedded cover disposed in the manhole. Further, hoop-type pipe part stabilizing devices are disposed in the pipe part stabilizing section 24' for stable control of postures of the pipe parts 10 after the pipe parts 10 are pushed into the pipe part stabilizing section 24'.
  • the sealing section 25 is a sealing wall with a wall hole, and on a waterside face of the sealing wall, there also are sealing devices 232 disposed along the wall hole. Water-stop strips are placed between the wall hole and an outer surface of the corresponding pipe part 10.
  • the pipe fixing section 26' is located behind the sealing section 25 and has the same structure as the pipe part stabilizing section 24', that is, it is also a reinforced concrete box structure.
  • a steer sealing gate 26A is arranged on a rear end of the pipe fixing section 26' to form a sealed cabin with the pipe fixing section 26', thereby preventing seawater from flowing backwards.
  • the sealing device 232 disposed on the waterside wall body 2B and the sealing device 232 disposed on the sealing section 25 are opened and the pipe fixing section 26' is drained to achieve a dry construction condition, and then the concrete, which is located on an outer surface of the head of the first pipe part 10 located in the pipe fixing section 26', is poured, so that the first pipe part 10 and the receiving-side shore connection structure 2' are consolidated together.
  • the drawing and anchor section 27' is located between the steer sealing gate 26A of the pipe fixing section 26' and the landside wall body 2C.
  • a reinforced concrete abutment pier is disposed on a bottom of the drawing and anchor section 27', and a pile foundation is disposed under the abutment pier and a traction device 27A with high power for traction ropes 12 is disposed on the abutment pier.
  • the cable anchorage system includes four cable anchorage piers 4, a plurality of stay cables 3 and two temporary cable anchorage piers 4A. Two of the cable anchorage piers 4 are disposed on both sides of the tunnel on the launching-side shore 5 respectively, and the other two cable anchorage piers 4 are disposed on both sides of the tunnel on the receiving-side shore 5' respectively.
  • Each stay cable 3 has a first end and a second end. The first ends of the plurality of stay cables 3 are anchored at intervals on anchorages 30 which are disposed on two side faces of the submerged floating tunnel 1, and the second ends of the plurality of stay cables 3 are extended from the water to the ground and then anchored on the cable anchorage piers 4.
  • the two temporary cable anchorage piers 4A are respectively disposed beside the two cable anchorage piers 4 which are located on the launching-side shore 5.
  • the two temporary cable anchorage piers 4A are adopted for temporary anchorage of the stay cables 3 located on the front half-span pipe parts during the pushing operation.
  • the temporarily anchored stay cables are pulled to the receiving-side shore 5' by a floating crane to be connected to traction ropes which are prearranged in underwater steering piers, and then tightened by the cable anchorage piers 4 located on the receiving-side shore 5' and fixed on the cable anchorage piers 4.
  • the buoyancy-weight ratio adjustment system is arranged in the water supply and drainage room of each pipe part 10.
  • the incremental launching process for a submerged cable-stayed floating tunnel of the present invention includes the steps as follows.
  • the overall process of the incremental launching process for a submerged cable-stayed floating tunnel includes: prefabricating all the pipe parts of the tunnel in land, transporting the pipe parts in the land slope tunnel, connecting the pipe parts in the shore connection structures, and wet-pushing the pipe parts and pulling and locating the traction ropes simultaneously after dry-wet transformation.
  • the buoyancy-weight ratio is adjusted to the design buoyancy-weight ratio by water ballasting of the pipe parts.
  • buoyancy is used to support the weight of the pipe parts to keep them basically at the design depth in the water.
  • objects in water may stay anywhere in the water of the same density; moreover, seawater density generally increases with depth, that is, buoyancy increases with depth, so the sealed pipe parts which are pushed into water won't float or sink, but they may shake up and down.
  • the shaking amplitude of the pipe parts is related to currents and waves, and the larger the current force is, the greater the shaking amplitude is. Therefore, it is necessary to use the stay cables to restrict the pipe parts and properly decrease the buoyancy-weight ratio simultaneously, so that the pipe parts are in a downward trend.
  • the present invention takes three measures, the first one is to set a starting section outside the launching-side shore connection structure for stating limit; the second one is to set the traction ropes on the headmost end of the pipe parts, anchor the traction ropes in the receiving-side shore connection structure in advance, and pull the pipe parts in front and push the pipe parts behind during the pushing operation; and the third one is to use the stay cables to carry horizontal loads and vertical loads to maintain the pipe parts in a desired direction.
  • a dry construction method is used to connect the pipe parts in the present invention, which is executed in the launching-side shore connection structure.
  • the secondary outfitting is conducted. So the butting section is arranged in the launching-side shore connection structure, that is, the tail of the pushed pipe part is exposed under a dry construction condition in the launching-side shore connection structure 2 for easy connection.
  • the sealing section is arranged in the launching-side shore connection structure, and only the tail of the pipe part is located under the dry condition.
  • the present invention takes three thrust measures, the first one is to set the thrust section in the launching-side shore connection structure, which adopts the hoop-type thrust device to provide the friction force between its hoop and the pipe part; the second one is to pull the pipe part on the opposite shore with the traction ropes disposed on the front end of the pipe part; and the third one is to set the cone-shaped beam on the front end of the pipe part to reduce water pressure.
  • a wet pushing method is used to push the pipe parts, that is, the pipe parts are pushed when the entire pipe parts suspend in water.
  • the butting section and the pushing section are arranged in the pipe part connecting box and the hydraulic pushing trolley driven by underwater gears is installed for pushing the pipe parts.
  • the pipe part connecting box is sealed and filled with water so as to completely immerse the hydraulic pushing trolley and the connected pipe parts, and then the thrust device is loosed so that the pipe parts are in a floating state. Since the balance of water pressure in front of the pipe parts and behind the pipe parts is maintained, the pushing operation is only affected by water resistance caused by the moving speed of the pipe parts, that is, it is easy to push the pipe parts.
  • the hydraulic pushing trolley pushes the pipe parts along its track to the butting section, and at the same time, the traction ropes located on the front end of the pipe parts are tightened, which means pulling the pipe parts in front and pushing the pipe parts behind.
  • the thrust device is started for temporary fixation and the sealing hoops of the sealing section are started for seal.
  • the pipe part connecting box is drained, and the pipe part connecting box corresponding to the butting section is opened, so that the tail of the pipe part is exposed under the dry construction condition, and it starts to execute the loop of connecting, sealing, injecting and pushing for a next pipe part.
  • the temporary sealing gate is arranged outside the waterside wall body of the launching-side shore connection structure and the water blocking plug is disposed on the temporary sealing gate which is fastened under deep water pressure outside the wall body.
  • the blocking plug is opened to balance the internal water pressure and the external water pressure, and therefore, it is easy to push the temporary sealing gate open.
  • the steer sealing gate is disposed behind the drawing and anchor section. After the pipe part enters the steer sealing gate, the pipe part is fixed temporarily and the concrete is poured around the pipe part. When the two ends of the tunnel and the corresponding pipe parts are consolidated together, the steel sealing gates located on the two ends of the tunnel are opened.
  • the buoyancy-weight ratio of the pipe parts is adjusted in three stages.
  • the buoyancy-weight ratio is adjusted for the first time after the pipe parts are connected and before the pushing operation begins, and the first adjustment is mainly to ensure that the submerged floating tunnel is capable of suspending in water during the pushing operation.
  • the buoyancy-weight ratio is adjusted for the second time during performing the subsequent construction of the road and subsidiary facilities in the submerged floating tunnel, and the second adjustment is mainly to ensure that the stress systems of the submerged floating tunnel meet the design requirements since the construction of the subsidiary facilities in the submerged floating tunnel causes an increase of the weight of the tunnel.
  • the buoyancy-weight ratio is adjusted for the third time after the subsequent construction of the facilities in the submerged floating tunnel, and it mainly takes into account the load distribution of the submerged floating tunnel during its operation period.
  • the buoyancy-weight ratio is adjusted to be slightly less than 1 by injecting water into the pipe part, that is, the adjustment of the buoyancy-weight ratio is mainly achieved by storing water in the water supply and drainage room of the pipe part.
  • the density of water at the water depth where the pipe part is located is obtained by sampling and measurement.
  • the density of the reinforced concrete of the pipe part is obtained by weighing a trial-produced reinforced concrete block model.
  • the volume of the reinforced concrete of the pipe part is determined by actual measurement.
  • the subsequent road construction in the submerged floating tunnel is carried out in sections, and at the same time, according to the added weight, water is pumped out of the corresponding pipe part and the weight of the corresponding pipe part is reduced in order to ensure that the buoyancy-weight ratio meets the design requirements.
EP21152316.2A 2020-01-20 2021-01-19 Processus de lancement progressif d'un tunnel flottant à haubans immergé Active EP3882399B1 (fr)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202010063396.XA CN111254982B (zh) 2020-01-20 2020-01-20 一种水下斜拉式悬浮隧道的顶推工艺

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EP3882399A1 true EP3882399A1 (fr) 2021-09-22
EP3882399B1 EP3882399B1 (fr) 2023-08-30

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CN113878704A (zh) * 2021-10-12 2022-01-04 中交第四航务工程局有限公司 一种沉管流水线预制系统和预制方法
CN114427196A (zh) * 2022-01-12 2022-05-03 中建国际建设有限公司 一种用于斜塔斜拉桥施工的柔性抗倾自控系统
CN114934451A (zh) * 2022-05-10 2022-08-23 柳州欧维姆结构检测技术有限公司 一种带转向索鞍的钢绞线斜拉索的拆除方法
CN116104132A (zh) * 2023-04-13 2023-05-12 西南石油大学 一种推出式预制管节悬浮隧道及其对接施工方法
CN114934451B (zh) * 2022-05-10 2024-05-14 柳州欧维姆结构检测技术有限公司 一种带转向索鞍的钢绞线斜拉索的拆除方法

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CN116024949B (zh) * 2023-03-15 2023-06-13 中铁第六勘察设计院集团有限公司 一种无岛式跨海通道桥隧转换结构和方法

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CN113878704A (zh) * 2021-10-12 2022-01-04 中交第四航务工程局有限公司 一种沉管流水线预制系统和预制方法
CN114427196A (zh) * 2022-01-12 2022-05-03 中建国际建设有限公司 一种用于斜塔斜拉桥施工的柔性抗倾自控系统
CN114427196B (zh) * 2022-01-12 2023-12-12 中建国际建设有限公司 一种用于斜塔斜拉桥施工的柔性抗倾自控系统
CN114934451A (zh) * 2022-05-10 2022-08-23 柳州欧维姆结构检测技术有限公司 一种带转向索鞍的钢绞线斜拉索的拆除方法
CN114934451B (zh) * 2022-05-10 2024-05-14 柳州欧维姆结构检测技术有限公司 一种带转向索鞍的钢绞线斜拉索的拆除方法
CN116104132A (zh) * 2023-04-13 2023-05-12 西南石油大学 一种推出式预制管节悬浮隧道及其对接施工方法

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