CN116497860A - Construction method of ultra-deep water pile well combined bridge foundation structure - Google Patents
Construction method of ultra-deep water pile well combined bridge foundation structure Download PDFInfo
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- CN116497860A CN116497860A CN202310599642.7A CN202310599642A CN116497860A CN 116497860 A CN116497860 A CN 116497860A CN 202310599642 A CN202310599642 A CN 202310599642A CN 116497860 A CN116497860 A CN 116497860A
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- 238000010276 construction Methods 0.000 title claims abstract description 55
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 44
- 239000004567 concrete Substances 0.000 claims abstract description 32
- 238000013461 design Methods 0.000 claims abstract description 19
- 238000007667 floating Methods 0.000 claims abstract description 9
- 238000002513 implantation Methods 0.000 claims abstract description 7
- 238000007789 sealing Methods 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 239000012528 membrane Substances 0.000 claims description 14
- 238000004891 communication Methods 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 12
- 230000007246 mechanism Effects 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 210000001503 joint Anatomy 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 description 5
- 239000002131 composite material Substances 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000007619 statistical method Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/30—Foundations made with permanent use of sheet pile bulkheads, walls of planks, or sheet piling boxes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
- E02D23/02—Caissons able to be floated on water and to be lowered into water in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D25/00—Joining caissons, sinkers, or other units to each other under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Foundations (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a construction method of an ultra-deep water pile well combined bridge foundation structure, which comprises the following steps: s1, prefabricating an open caisson assembling unit; s2, after a first section open caisson is formed, the first section open caisson is slipped into water and is floated to an offshore assembling wharf; s3, assembling the rest of open caisson assembling units with the first open caisson in sequence to form an open caisson; s4, constructing a pilot positioning pile, and floating the open caisson to the vicinity of a design position; s5, hoisting and lowering the open caisson to implantation; s6, pouring underwater concrete into the wall of the open caisson; s7, pouring bottom sealing concrete into the open caisson; s8, constructing pile holes of all main piles on a foundation bed at the bottom of each long cylinder; s9, lowering reinforcement cages into pile holes of the main body piles and pouring concrete, wherein the concrete fills the corresponding long cylinders to form the main body piles; s10, removing the construction platforms in blocks, and constructing the top plate of the open caisson in a corresponding block-by-block manner. The bridge foundation structure has the advantages of strong overall performance and high construction efficiency.
Description
Technical Field
The invention relates to the field of bridge foundation structure construction. More particularly, the invention relates to a construction method of an ultra-deep water pile-well combined bridge foundation structure.
Background
With the acceleration of global economic integration process, a bridge between land and islands, especially a bay and strait bridge which is developed to deep sea areas, becomes the most important development direction in traffic facilities, the average depth reaches 60m and even more than 80m along with the increasing of water depth, the single span of the bridge is larger, and the single span of the bridge is generally not less than 500m, and the marine environment where the bridge is positioned is also more and more complex. Provides new challenges for the ocean bridge foundation structure and the construction technology thereof. The existing deepwater bridge foundation mainly comprises an open caisson foundation and a pile foundation, wherein the open caisson foundation has the advantages of high rigidity, high horizontal load resistance, no need of waterproof cofferdam in construction, high construction cost, long construction period, poor operation conditions, large size, complex construction operation, high technical requirements, high operation risk and low applicability to shallow or uncovered seabed. The pile foundation has small rigidity, large pile foundation setting quantity and high construction cost for bearing interaction of various corrosion factors and extreme weather, and the construction cost is extremely high because a large steel cofferdam or a large platform is required to be built by adopting a pile driver for construction, and particularly the pile foundation has weak adaptability in ultra-deep water (more than 30 m), and the pile position deviation is easily generated due to the influence of water flow impact force when the pile ship is adopted for construction, so that the construction quality is difficult to guarantee. Therefore, the conventional bridge foundation structure form cannot meet the requirement of the development of the bridge to the deep sea.
Disclosure of Invention
It is an object of the present invention to solve at least the above problems and to provide at least the advantages to be described later.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a construction method of an ultra-deep water pile-well combined bridge foundation structure, comprising the steps of:
s1, prefabricating an open caisson assembling unit; the open caisson assembling unit is of a steel structure in a shape like a Chinese character 'Hui', and a plurality of cylinders which are vertically penetrated are uniformly arranged in the well wall of the open caisson assembling unit;
s2, after a plurality of open caisson splicing units are spliced to form a first section of open caisson, the first section of open caisson is slipped into water and is floated to an offshore splicing wharf;
s3, assembling the rest of open caisson assembling units with the first section of open caisson in sequence to form an open caisson, wherein the cylinders in the open caisson assembling units correspond to each other one by one, and a plurality of long cylinders which are vertically communicated are formed in the well wall of the open caisson;
s4, constructing a pilot positioning pile in the center of the design position of the open caisson, and floating the open caisson to the vicinity of the design position;
s5, hoisting and lowering the open caisson to implantation, and accurately positioning the open caisson through the pilot positioning pile in the lowering process;
s6, pouring underwater concrete into the well wall of the open caisson to the top of the open caisson, wherein the underwater concrete is not poured into each long cylinder at the moment;
s7, setting a construction platform at the top of the open caisson, and pouring bottom sealing concrete into the open caisson;
s8, constructing pile holes of all main piles on the foundation bed at the bottom of each long cylinder on the construction platform;
s9, lowering reinforcement cages into pile holes of the main body piles and pouring concrete, wherein the concrete fills the corresponding long cylinders to form the main body piles;
s10, removing the construction platforms in blocks, and constructing the top plate of the open caisson in a corresponding block-by-block manner.
Preferably, a plurality of pressure-bearing communication holes which are internally and externally communicated are horizontally formed in the well wall of the open caisson assembly unit, and temporary plugging devices are arranged on the pressure-bearing communication holes.
Preferably, the temporary plugging device comprises a pressure-bearing pipe; the pressure-bearing pipe is arranged in the well wall of the open caisson assembly unit, and two ends of the pressure-bearing pipe are respectively in butt joint with the pressure-bearing communication holes; the two ends of the pressure-bearing pipe are plugged by a first waterproof membrane; and a plurality of pressure-bearing water-blocking bags, a plugging block and a second waterproof membrane are sequentially arranged in one end of the pressure-bearing pipe, which is close to the outer side of the open caisson assembly unit.
Preferably, the second waterproof film is adhered to the inner wall of the pressure-bearing pipe, and the adhesion force of the second waterproof film is the same as the design pressure-bearing value of the corresponding position of the open caisson assembly unit.
Preferably, in step S5, before the open caisson is lifted, the first waterproof membrane and the pressure-bearing water-blocking bag at one end of the pressure-bearing pipe close to the outer side of the open caisson are removed.
Preferably, in step S5, an auxiliary positioning device is disposed between the open caisson and the pilot positioning pile, the auxiliary positioning device includes a plurality of groups of flexible traction devices, the flexible traction devices include a traction mechanism and a cable, one end of the cable is connected with the inner wall of the open caisson, the other end of the cable is connected with the traction mechanism, and the traction mechanism is disposed on the pilot positioning pile; the pull cables of the plurality of groups of flexible traction devices are symmetrically arranged about the center of the open caisson.
Preferably, in step S5, in the process of lowering the open caisson to implantation, zonal base cleaning is performed, and underwater concrete is poured in the wall of the open caisson in a zonal manner to assist in sinking until the open caisson reaches the design elevation.
Preferably, the diameter of the cylinder is 0.2-0.5% h larger than the pile diameter of the main pile, and h is the water depth at the setting position of the open caisson.
Preferably, in step S3, a cutting edge is poured at the bottom of the first section open caisson, and the cutting edge is a wedge-shaped cutting edge with a narrow upper part and a wide lower part.
The invention at least comprises the following beneficial effects:
1. the construction method of the ultra-deep water pile well combined bridge foundation structure fully utilizes the characteristics of high rigidity of the open caisson and easy rock entering anchoring of a pile foundation, combines the open caisson, the main body pile and the positioning pile into a whole to jointly bear upper load, improves the resistance capability of upper bending moment, wave and water flow force in the modes of anchoring the reinforced concrete main body pile on the seabed, sealing bottom concrete weight and the like, and strengthens the integral performance of the composite foundation structure. Compared with the conventional pile foundation design, the setting quantity of the pile foundations is greatly reduced, the requirements on the structural size and the soil penetration depth of the open caisson are reduced compared with the conventional open caisson foundation, the engineering cost is effectively saved, and the construction progress is accelerated; the method is suitable for different water depths and different construction environments (ocean or inland river, etc.), has wide applicability to stratum, and is particularly suitable for the construction of large-span bridge foundations in the ocean deepwater environment.
2. According to the construction method of the ultra-deep water pile well combined bridge foundation structure, provided by the invention, the pressure inside and outside the open caisson is kept consistent by arranging the pressure-bearing communication holes in the wall of the open caisson, the water pressure and the water flow impact acting force are reduced, and the stability of the foundation is improved.
3. The construction method of the ultra-deep water pile well combined bridge foundation structure provided by the invention has the advantages that the construction pilot positioning pile of the piling ship is convenient to operate, and the influence of sea conditions is small. And the pilot positioning pile can be used as a positioning guide mechanism when the open caisson is lowered, and can be used as a vertical stress support to bear upper load after the construction of the open caisson is finished.
4. According to the construction method of the ultra-deep water pile-well combined bridge foundation structure, the pile driver is adopted to construct the main pile after the sinking well is sunk, the pile body quality is not influenced by sea conditions basically, the construction difficulty is reduced greatly, and the operation is simple.
5. According to the construction method of the ultra-deep water pile well combined bridge foundation structure, the open caisson is prefabricated in sections according to the open caisson assembling units, so that hoisting requirements can be reduced, and service efficiency is improved.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic top view of an open caisson assembly unit according to the present invention;
FIG. 2 is a schematic view of the temporary plugging device according to the present invention;
FIG. 3 is a schematic diagram of the land-based assembled state of the first-section open caisson according to the invention;
FIG. 4 is a schematic diagram of the first section open caisson in a water-entering state by sliding;
FIG. 5 is a schematic view of the floating state of the first-section open caisson according to the present invention;
FIG. 6 is a schematic view of the assembled open caisson according to the present invention;
FIG. 7 is a schematic view of the open caisson in a suspended and lowered state according to the present invention;
FIG. 8 is a schematic structural view of the construction platform according to the present invention;
FIG. 9 is a schematic view of a pile body according to the present invention;
Detailed Description
The present invention is described in further detail below with reference to the drawings to enable those skilled in the art to practice the invention by referring to the description.
It should be noted that the experimental methods described in the following embodiments, unless otherwise specified, are all conventional methods, and the reagents and materials, unless otherwise specified, are all commercially available; in the description of the present invention, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus are not to be construed as limiting the present invention.
As shown in fig. 1 to 9, the invention provides a construction method of an ultra-deep water pile-well combined bridge foundation structure, which comprises the following steps:
s1, prefabricating an open caisson assembling unit 110; the open caisson assembling unit 110 is of a steel structure in a shape like a Chinese character 'hui', and a plurality of cylinders 111 which are vertically penetrated are uniformly arranged in the well wall of the open caisson assembling unit 110;
s2, after a plurality of open caisson splicing units 110 are spliced to form a first open caisson 120, the first open caisson 120 is slipped into water and is floated to an offshore splicing wharf;
s3, sequentially assembling the rest of open caisson assembling units 110 with the first section of open caisson 120 to form an open caisson 100, wherein the cylinder 111 in each open caisson assembling unit 110 corresponds to each other one by one, and a plurality of long cylinders 130 which are vertically penetrated are formed in the well wall of the open caisson 100;
s4, constructing a pilot positioning pile 500 at the center of the design position of the open caisson 100, and floating the open caisson 100 to the vicinity of the design position;
s5, hoisting and lowering the open caisson 100 to implantation, and accurately positioning the open caisson 100 through the pilot positioning pile 500 in the lowering process;
s6, pouring underwater concrete into the wall of the open caisson 100 to the top of the open caisson 100, wherein the underwater concrete is not poured into each long cylinder 130;
s7, setting a construction platform 700 at the top of the open caisson 100, and pouring bottom sealing concrete 140 into the open caisson 100;
s8, constructing pile holes of all main piles on a foundation bed at the bottom of each long barrel 130 on the construction platform 700;
s9, placing reinforcement cages into pile holes of the main body piles and pouring concrete, wherein the concrete fills the corresponding long cylinders 130 to form the main body piles 800;
s10, removing the construction platform 700 in blocks, and constructing the top plate of the open caisson in a corresponding block-by-block manner.
In this technical scheme, the ultra-deep water pile well combined bridge foundation structure is composed of the open caisson 100, the main pile 800 and the pilot positioning pile 500, and the composite integral structure bears upper pressure together, so that the characteristics of high rigidity of the open caisson 100 and easy rock-in anchoring of pile foundations are fully utilized, and the resistance of upper bending moment, wave and water flow force is improved by means of anchoring the main pile 700 of the reinforced concrete structure to the seabed, pressing the bottom sealing concrete 140 and the like, and the overall performance of the composite foundation structure is enhanced.
In step S1, the open caisson assembly unit 110 is manufactured in advance in the back field according to design requirements by expanding wave statistical analysis and sea condition investigation, as shown in fig. 1, the open caisson assembly unit 110 is in a zigzag steel structure, an outer side well wall and an inner side well wall of the open caisson assembly unit 110 jointly form the well wall of the open caisson assembly unit 110, the outer side well wall and the inner side well wall are connected and reinforced by adopting profile steel in the back field, vertical ribs and horizontal ribs are arranged, the vertical ribs, the horizontal ribs and the horizontal trusses are arranged at proper encryption positions according to the adjustment setting intervals of the positions, and the proper encryption is arranged at the bottom and the top of the open caisson 100. When the water pressure is high, the horizontal section of the open caisson 100 is generally in a circular structure, i.e., the horizontal section of the outer wall and the inner wall of the corresponding open caisson assembly unit 110 are both circular. When the open caisson assembling units 110 are prefabricated, a cylinder 111 with enough size is arranged at the design position of each main body pile 800 for the pile hole of the main body pile to be drilled, and further, the diameter of the cylinder 111 is 0.2-0.5% H larger than the pile diameter of the main body pile 800, and H is the water depth at the position where the open caisson 100 is arranged. Preferably, a partition structure may be disposed between each of the cylinders 111 and the wall of the open caisson assembly unit 110, that is, the interior of the wall of the open caisson assembly unit 110 is partitioned into a plurality of bins by a plurality of cylinders 111, so that the open caisson 100 can be placed in a later stage and underwater concrete can be poured into the wall of the open caisson assembly unit in a partitioned manner, thereby playing a role in adjustment.
Considering that the balance of the internal pressure and the external pressure of the well body is realized in the process of lowering the open caisson 100, the acting force of water pressure and water flow impact on the open caisson 100 is reduced, further, a plurality of pressure-bearing communication holes 112 which are internally and externally communicated are horizontally formed in the well wall of the open caisson assembly unit 110, and a temporary plugging device is arranged on the pressure-bearing communication holes 112. Referring to fig. 1, the pressure-bearing communication hole 112 is two through holes correspondingly formed in the outer wall and the inner wall of the open caisson assembly unit 110.
The temporary plugging device is arranged to be temporarily closed before the open caisson 100 is lowered, and automatically drops when the water pressure reaches a design value when the open caisson 100 is lowered, so that the internal and external communication of the open caisson 100 is realized, and the internal and external pressure of the open caisson 100 is kept consistent. Specifically, referring to fig. 2, the temporary plugging device includes a pressure-bearing tube 113; the pressure-bearing pipe 113 is arranged in the wall of the open caisson assembly unit 100, and two ends of the pressure-bearing pipe are respectively in butt joint with the pressure-bearing communication holes; both ends of the pressure-bearing pipe 113 are plugged by a first waterproof membrane 114; a plurality of pressure-bearing water-blocking bags 115, blocking blocks 116 and a second waterproof membrane 117 are sequentially arranged in one end of the pressure-bearing pipe 113, which is close to the outer side of the open caisson assembly unit 110. The plugging block 116 is used for temporarily plugging to prevent the open caisson assembly unit 110 from water inflow during floating, and in use, the plugging block 116 can be arranged as a thin block matched with the inner diameter of the pressure-bearing pipe 113, and placed in the pressure-bearing pipe 113. A plurality of pressure-bearing water-blocking bags 115 are filled between the first waterproof membrane 114 and the plugging block 116 which are positioned at the outer side of the open caisson assembly unit 110, and the pressure-bearing water-blocking bags 115 can be filled with sea sand.
The second waterproof film 117 is adhered to the inner wall of the pressure-bearing pipe 113, and the adhesion force of the second waterproof film is the same as the design pressure-bearing value of the corresponding position of the open caisson assembly unit 110, so that when the open caisson assembly unit 110 is lowered to a certain position, the second waterproof film 117 can automatically drop under the action of water pressure.
In step S2, as shown in fig. 3 to 5, an assembly platform is disposed on land, including an assembly pier 220, a bottom bracket 230 is installed, and the first open caisson 120 is assembled one by the crane 210. Then the rear anchor 250 is set, the rear traction 240 and the air bag 260 are arranged, the buttress 220 is removed, and the first section open caisson 120 is slipped into water. The first open caisson 120 is then floating to the offshore assembly terminal by a number of tugs 300.
In step S3, as shown in fig. 6, the remaining open caisson assembling units 110 are assembled with the first open caisson 120 sequentially by means of the crane 410 and the crane 420 to form an open caisson 100, each of the tubular bodies 111 in each of the open caisson assembling units 110 corresponds to each other one by one, and a plurality of vertically penetrating long tubular bodies 130 are formed in the wall of the open caisson 100. Further, step S3 further includes pouring a blade foot at the bottom of the first open caisson 120, where the blade foot is a wedge-shaped blade foot with a narrow top and a wide bottom.
In step S4, a pilot positioning pile 500 is constructed at the center of the design position of the open caisson 100 by using a piling ship, and the working procedures of lofting, permanent steel pile casing construction, hole forming, reinforcement cage lowering, concrete pouring, curing and the like are sequentially completed. Preferably, the top surface of the pilot positioning pile 500 is flush with the bottom surface of the top plate of the open caisson 100, so that the pilot positioning pile can serve as a vertical stress support to bear upper load after the open caisson construction is finished. In this embodiment, two pilot positioning piles 500 are provided, and a transverse connection 510 is provided between two pilot positioning piles 500. The open caisson 100 is then transom to the vicinity of the design location using a tug.
In step S5, as shown in fig. 7, the open caisson 100 is integrally lifted by using a large-scale floating crane 600, and further, before the open caisson 100 is lifted and lowered, the first waterproof membrane 114 and the pressure-bearing water-blocking bag 115 at one end of the pressure-bearing pipe 113 near the outer side of the open caisson 100 are removed, so that in the process of lowering the open caisson 100, under the action of water pressure, the plugging blocks 116, the second waterproof membrane 117 and the first waterproof membrane 114 at the other side in each pressure-bearing pipe 113 deviate from the initial positions successively, and plugging of each pressure-bearing communication hole 112 is released. Preferably, the first waterproof membrane 114 located at the other side of the pressure-bearing pipe 113 may be fixed in the same manner as the second waterproof membrane 117.
During the lowering process of the open caisson 100, the pilot positioning pile 500 is used as an anchor pier to guide and position the open caisson 100. Specifically, an auxiliary positioning device is arranged between the open caisson 100 and the pilot positioning pile 500, the auxiliary positioning device comprises a plurality of groups of flexible traction devices 520, the flexible traction devices 520 comprise traction mechanisms and a pull cable, one end of the pull cable is connected with the inner wall of the open caisson, the other end of the pull cable is connected with the traction mechanisms, and the traction mechanisms are arranged on the pilot positioning pile; the plurality of groups of pull cables of the flexible traction device are symmetrically arranged with respect to the center of the open caisson 100. The length of the pull cable between the pilot positioning pile 500 and the inner wall of the open caisson 100 is adjusted through the cooperation of the traction mechanisms, so that the position of the open caisson 100 is accurately adjusted. Referring to fig. 7, three sets of flexible traction devices 520 are respectively disposed on two pilot positioning piles 500, and pull cables of the six sets of flexible traction devices 520 are symmetrically disposed about the center of the open caisson 100, so as to ensure that the positions of the open caisson 100 can be adjusted from both the X-axis direction and the Y-axis direction.
Further, in step S5, in the process of lowering the open caisson 100 to implantation, zonal base cleaning is performed, and underwater concrete is poured into the wall of the open caisson 100 in a zonal manner to assist in sinking until the open caisson 100 reaches the design elevation.
In step S6, continuously casting underwater concrete into the walls of the open caisson 100 to the top of the open caisson 100, so that the walls of the open caisson 100 are steel-wrapped concrete structures, and at this time, no underwater concrete is cast into each long cylinder 130;
in step S7, as shown in fig. 8, a construction platform 700 is disposed at the top of the open caisson 100, and a bottom sealing concrete 140 is poured into the open caisson 100;
in step S8, arranging pile drivers on the construction platform 700, and constructing pile holes of each main pile on the foundation bed at the bottom of each long cylinder 130;
in step S9, after the pile holes of the main body piles are formed, a steel reinforcement cage is lowered into the pile holes of the main body piles with the assistance of barge transportation and floating crane and concrete is poured, and the corresponding long cylinders 130 are filled with the concrete to form the main body piles 800, as shown in fig. 9; each of the body piles 800 is integrally connected to the open caisson 100 to collectively receive an upper load. The anchoring length of each main pile 800 is determined according to the pulling-resistant requirement of the open caisson 100.
In step S10, the construction platform 700 is removed in blocks, and the top plate of the open caisson 100 is constructed in a block-by-block manner. And subsequently, the top plate of the open caisson 100 is further sealed and reinforced, and then is used as a bottom die for bearing platform construction.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (9)
1. The construction method of the ultra-deep water pile well combined bridge foundation structure is characterized by comprising the following steps of:
s1, prefabricating an open caisson assembling unit; the open caisson assembling unit is of a steel structure in a shape like a Chinese character 'Hui', and a plurality of cylinders which are vertically penetrated are uniformly arranged in the well wall of the open caisson assembling unit;
s2, after a plurality of open caisson splicing units are spliced to form a first section of open caisson, the first section of open caisson is slipped into water and is floated to an offshore splicing wharf;
s3, assembling the rest of open caisson assembling units with the first section of open caisson in sequence to form an open caisson, wherein the cylinders in the open caisson assembling units correspond to each other one by one, and a plurality of long cylinders which are vertically communicated are formed in the well wall of the open caisson;
s4, constructing a pilot positioning pile in the center of the design position of the open caisson, and floating the open caisson to the vicinity of the design position;
s5, hoisting and lowering the open caisson to implantation, and accurately positioning the open caisson through the pilot positioning pile in the lowering process;
s6, pouring underwater concrete into the well wall of the open caisson to the top of the open caisson, wherein the underwater concrete is not poured into each long cylinder at the moment;
s7, setting a construction platform at the top of the open caisson, and pouring bottom sealing concrete into the open caisson;
s8, constructing pile holes of all main piles on the foundation bed at the bottom of each long cylinder on the construction platform;
s9, lowering reinforcement cages into pile holes of the main body piles and pouring concrete, wherein the concrete fills the corresponding long cylinders to form the main body piles;
s10, removing the construction platforms in blocks, and constructing the top plate of the open caisson in a corresponding block-by-block manner.
2. The construction method of the ultra-deep water pile well combined bridge foundation structure according to claim 1, wherein a plurality of pressure-bearing communication holes which are internally and externally communicated are horizontally formed in a well wall of the open caisson assembly unit, and temporary plugging devices are arranged on the pressure-bearing communication holes.
3. The construction method of the ultra-deep water pile well combined bridge foundation structure according to claim 2, wherein the temporary plugging device comprises a pressure-bearing pipe; the pressure-bearing pipe is arranged in the well wall of the open caisson assembly unit, and two ends of the pressure-bearing pipe are respectively in butt joint with the pressure-bearing communication holes; the two ends of the pressure-bearing pipe are plugged by a first waterproof membrane; and a plurality of pressure-bearing water-blocking bags, a plugging block and a second waterproof membrane are sequentially arranged in one end of the pressure-bearing pipe, which is close to the outer side of the open caisson assembly unit.
4. The construction method of ultra-deep water pile-well combined bridge foundation structure according to claim 3, wherein the second waterproof film is adhered to the inner wall of the bearing pipe, and the adhesion force is the same as the design bearing value of the corresponding position of the open caisson assembly unit.
5. The construction method of the ultra-deep water pile well combined bridge foundation structure according to claim 4, wherein in step S5, the first waterproof membrane and the pressure-bearing water-blocking bag at one end of the pressure-bearing pipe near the outer side of the open caisson are removed before the open caisson is lifted and lowered.
6. The construction method of the ultra-deep water pile well combined bridge foundation structure according to claim 1, wherein in the step S5, an auxiliary positioning device is arranged between the open caisson and the pilot positioning pile, the auxiliary positioning device comprises a plurality of groups of flexible traction devices, the flexible traction devices comprise traction mechanisms and a pulling cable, one end of the pulling cable is connected with the inner wall of the open caisson, the other end of the pulling cable is connected with the traction mechanisms, and the traction mechanisms are arranged on the pilot positioning pile; the pull cables of the plurality of groups of flexible traction devices are symmetrically arranged about the center of the open caisson.
7. The construction method of the ultra-deep water pile well combined bridge foundation structure according to claim 1, wherein in the step S5, in the process of lowering the open caisson to implantation, zonal foundation clearing is carried out, and underwater concrete is poured into the wall of the open caisson in a zonal manner to assist in sinking until the open caisson reaches a design elevation.
8. The construction method of the ultra-deep water pile-well combined bridge foundation structure according to claim 1, wherein the diameter of the cylinder is 0.2-0.5% H larger than the pile diameter of the main pile, and H is the water depth at the setting position of the open caisson.
9. The construction method of the ultra-deep water pile-well combined bridge foundation structure according to claim 1, further comprising the step of pouring a blade foot at the bottom of the first section open caisson, wherein the blade foot is a wedge-shaped blade foot with a narrow upper part and a wide lower part.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310599642.7A CN116497860A (en) | 2023-05-25 | 2023-05-25 | Construction method of ultra-deep water pile well combined bridge foundation structure |
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| CN202310599642.7A CN116497860A (en) | 2023-05-25 | 2023-05-25 | Construction method of ultra-deep water pile well combined bridge foundation structure |
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