CN111778861A - Underwater tie beam prefabrication installation construction method - Google Patents
Underwater tie beam prefabrication installation construction method Download PDFInfo
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- CN111778861A CN111778861A CN202010661134.3A CN202010661134A CN111778861A CN 111778861 A CN111778861 A CN 111778861A CN 202010661134 A CN202010661134 A CN 202010661134A CN 111778861 A CN111778861 A CN 111778861A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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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
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
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Abstract
The invention relates to a construction method for prefabricating and installing a tie beam in water, which comprises the following steps of constructing a tie beam section and a pile foundation; secondly, driving a steel casing outside the pile foundation; thirdly, cutting a notch of the pile foundation steel casing; fourthly, pulling out the outer steel casing; fifthly, mounting the tie beam sections; sixthly, welding; step seven, casting the beam-pile joint in situ: concrete is poured into the pile casing to cover the reinforcing bars of the tie beam sections and thereby join the tie beam sections to the pile foundation. The invention provides a construction method for prefabricating and installing an underwater tie beam, which can be constructed without a cofferdam, solves the problem that the conventional underwater tie beam needs the cofferdam for construction, and provides a new method for constructing the underwater tie beam.
Description
Technical Field
The invention relates to the technical field of bridge engineering construction, in particular to a construction method for prefabricating and installing an underwater tie beam.
Background
The conventional construction method of the bridge engineering underwater tie beam (the beam which is positioned in water and connects pile foundations together) mainly comprises a shallow water cofferdam island building method, a steel sheet pile cofferdam method, a deep water hanging steel box cofferdam method and the like, and the conventional construction method has the characteristics that the construction position of the underwater tie beam is dried through the cofferdam, the equipment and material investment is large, the construction period is long, and the safety risk is high.
Disclosure of Invention
The invention provides a construction method for prefabricating and installing an underwater tie beam, which can be constructed without a cofferdam, solves the problem that the conventional underwater tie beam needs the cofferdam for construction, and provides a new method for constructing the underwater tie beam.
The technical problem is solved by the following technical scheme: a construction method for prefabricating and installing a tie beam in water comprises the following steps of: prefabricating a plurality of sections of tie beam sections and pouring a plurality of pile foundations at the places where the pile foundations are installed in a bridge building site, wherein the pile foundations are sleeved with pile foundation steel casing bodies of which the upper ends extend out of the water surfaces of the pile foundations and the water areas where the pile foundations are located, pile foundation part steel bars in the pile foundations extend upwards out of the upper end surfaces of the pile foundations, and tie beam part steel bars in the tie beam sections extend out of the end surfaces of the tie beams; secondly, the pile foundation outside steel casing is beaten and is established: an outer steel casing supported on the water bottom and with the upper end extending out of the water surface is sleeved outside the pile foundation steel casing, and the water areas inside and outside the outer steel casing are disconnected; thirdly, cutting a notch of the pile foundation steel casing: pumping all water in the pile foundation steel casing, pumping the water in the outer steel casing to be below the bottom elevation of the tie beam, and cutting a tie beam mounting notch for the tie beam section to enter on the pile foundation steel casing; fourthly, pulling out the steel protective cylinder on the outer side: enabling the outer steel casing to be in a state of avoiding mounting of the open tie beam segment; fifthly, mounting the tie beam sections: erecting one tie beam segment between two adjacent pile foundations, wherein the tie beam segment is arranged in the tie beam installation notch of the pile foundation steel casing in a penetrating mode and supported by the pile foundation steel casing, and the tie beam and the pile foundation steel casing are connected together in a sealing mode; sixth step, welding: pumping out water in the pile foundation steel casing to enable the part of the pile foundation part steel bar to be welded to be located on the water surface, and then welding the pile column part steel bar and the pile foundation part steel bar together and welding the tie beam part steel bar and the pile foundation part steel bar together; step seven, casting the beam-pile joint in situ: concrete is poured into the pile casing to cover the reinforcing bars of the tie beam sections and thereby join the tie beam sections to the pile foundation.
Preferably, the method for sealing and connecting the tie beam and the pile foundation steel sheath together comprises the following steps: and in the fifth step, after the tie beam installation gap is cut out, a transverse sealing water stop strip is installed on the bottom wall of the tie beam installation gap, two vertically extending angle steels located on the two sides of the tie beam installation gap in the width direction are welded on the pile foundation steel casing, the angle steels and the pile foundation steel casing are welded together in a sealing mode, the internal corner faces face the inside of the pile foundation steel casing, the vertical sealing water stop strip is installed on the side edge of one side of the tie beam installation gap, the tie beam segment penetrates through the tie beam installation gap in the fifth step, the lower side surface of the tie beam segment is connected with the tie beam installation gap in a sealing mode through the transverse sealing water stop strip, and the two sides of the tie beam segment in the horizontal direction are connected with the tie beam installation gap in a sealing mode through the vertical sealing water stop strip. The convenience and the reliability of sealing between the tie beam segment and the pile foundation steel casing can be improved.
Preferably, the pile foundation is cylindrical, the end face of the tie beam segment is an inwards concave arc face, and the axis of the arc face extends in the vertical direction. The reliable and tight butt joint between the tie beam segment and the pile foundation can be realized. The depth of the tie beam segment input into the pile foundation is 4 cm to 6 cm, so that the connection reliability between the pile foundation and the tie beam segment is better.
Preferably, the end face of the tie beam segment is subjected to scabbling treatment after the tie beam is prefabricated, so that the length of the end face of the tie beam segment exposed by stones in the tie beam segment is 1-1.5 cm. The connecting reliability of the tie beam section and the pile foundation can be ensured when the tie beam section and the pile foundation are poured together.
Preferably, the tie beam segment is provided with 1 to 2 lifting rings at each end, and the lifting rings are prefabricated on the tie beam segment. It is possible to make it convenient to transfer the tie beam segments.
Preferably the hoist link is spaced from the end of the tie beam section by a distance of 0.29 times the length of the tie beam section. The damage to the tie beam when the tie beam is hoisted can be small.
Preferably, the hoist link is located within the tie beam section to a depth of 60cm or more. The connection strength between the lifting ring and the tied beam section can meet the requirement.
Preferably, the lifting ring comprises a horizontal section and a vertical section of which the upper end is connected to two ends of the horizontal section, the horizontal section is positioned outside the tie beam section, and the lower end of the vertical section is prefabricated in the tie beam section. The stability during hoisting can be improved.
Preferably, the lower end of the vertical section is bent towards the direction far away from the horizontal section to form a hook head. The connection reliability between the lifting ring and the tie beam section can be improved when the lifting ring is positioned in the tie beam section at a certain depth.
Preferably, the portion of the hoist link located within the tie beam section is welded to the tie beam reinforcing bar. The connection reliability between the lifting ring and the tied beam segment can be improved.
Preferably, the outer steel sheath is provided with an avoiding notch for the tie beam to pass through, and the avoiding notch is blocked by a sealing sheet which can be torn by the weight of the tie beam section to prevent water from entering the inner part of the outer steel sheath from the avoiding notch; the avoiding notch is aligned with the tie beam mounting notch; the concrete process of pulling out the outside steel casing in the fourth step is as follows: in the fifth step, the tie beam tears the sealing sheet when the tie beam section is installed in the tie beam installation notch. The convenience in construction can be improved.
Preferably, the sealing sheet is provided with two weak portions which are distributed and vertically extend along the width direction of the avoiding notch. The reliability when tearing the sealing fin can be improved.
Preferably, the frangible portion includes an inner upstanding groove provided on the inner surface of the sealing surface and an outer upstanding groove provided on the outer surface of the sealing surface, the inner upstanding groove being aligned with the outer upstanding groove. The manufacture of the field fragile part is convenient.
Preferably, the outer steel casing is further provided with a rigid water baffle, and two sides of the rigid water baffle in the horizontal direction are provided with two vertical slots which are used for one-to-one corresponding sleeving on two side walls of the avoidance notch; in the fifth step, in the process that the tie beam sections are inserted into the avoidance notches, the two vertical slots of the rigid baffle are sleeved on the two side walls of the avoidance notches in a one-to-one correspondence mode, the lower ends of the vertical slots of the rigid baffle are pressed on the upper surfaces of the tie beam sections and descend synchronously with the tie beam sections, and therefore the amount of water entering the outer steel casing through the avoidance notches in the installation process of the tie beam is reduced, and the water quantity which needs to be pumped from the pile foundation steel casing in the sixth step is reduced. The convenience when carrying out construction butt joint between tie beam segment and the pile foundation can be further improved.
Preferably, the pile foundation steel casing is further sleeved with a water blocking sleeve, the water blocking sleeve is connected with a floating body which enables the water blocking sleeve to float on the water surface in the outer side steel casing, and the water blocking sleeve is used for blocking the tie beam mounting notch, so that the amount of water entering the pile foundation steel casing through the tie beam mounting notch in the tie beam mounting process is reduced, and the water quantity which needs to be pumped from the pile foundation steel casing in the sixth step is reduced. The convenience when carrying out construction butt joint between tie beam segment and the pile foundation can be further improved.
Preferably, the water retaining sleeve is sleeved on the pile foundation steel casing after the tie beam mounting notch is formed. The construction that the backstop water jacket interfered the tie beam installation breach can be prevented.
Preferably, the floating body is an inflatable ring extending along the circumferential direction of the water retaining sleeve. Can prevent eccentric wear by the verticality of the water blocking sleeve during lifting.
Preferably, in the sixth step, the length of the weld between the pile section reinforcing steel bars and the pile section reinforcing steel bars in the double-side welding is 5 times or more the diameter of the pile section steel, and the length of the weld between the pile section reinforcing steel bars and the pile section reinforcing steel bars in the single-side welding is 10 times or more the diameter of the pile section steel. The reliability in connection can be improved.
Preferably, the method further comprises the eighth step of: and (3) steel casing treatment: and cutting off the parts of the pile foundation steel casing and the outer side steel casing on the water surface, and filling waste rubber products between the pile foundation steel casing and the outer side steel casing. Can reduce environmental pollution (the part exposed on the water surface is easy to rust to pollute the water body, can improve the anti-collision damage capability of the bridge and provides a place for abandoning the treatment of rubber products (such as tires).
Preferably, two positioning bulges which are distributed on two sides of the width direction of the tie beam section and are used for penetrating into the angle steel are arranged at two ends of the tie beam section. The convenience of construction when counterpointing can be improved.
The invention has the following beneficial effects: the new construction method of the underwater tie beam is provided, and the construction without a cofferdam is realized, so that the characteristics of large equipment and material investment, long construction period and high safety risk in cofferdam construction are overcome.
Drawings
FIG. 1 is a process flow diagram of the present invention;
FIG. 2 is a schematic top view of a tie beam segment of the present invention;
FIG. 3 is a schematic cross-sectional view of a tie beam segment;
fig. 4 is a schematic perspective view of a pile foundation steel casing and an outer steel casing in the first embodiment;
FIG. 5 is a schematic illustration of the erection of a tie beam segment on a pile foundation according to a first embodiment;
FIG. 6 is an enlarged partial schematic view at A of FIG. 5;
FIG. 7 is a schematic top view of a tie beam segment according to a second embodiment;
FIG. 8 is an enlarged partial schematic view at B of FIG. 7;
FIG. 9 is a schematic cross-sectional view of a tie beam segment according to a second embodiment;
fig. 10 is a partially enlarged schematic view of fig. 9.
In the figure: the water retaining device comprises a tie beam section 1, a pile foundation 2, a pile foundation steel casing 3, a pile foundation part steel bar 4, a tie beam part steel bar 5, an outer side steel casing 6, a tie beam installation notch 7, a transverse sealing water stop bar 8, angle steel 9, an internal corner face 10, a vertical sealing water stop bar 11, an end face 12 of the tie beam section, a lifting ring 13, a horizontal section 14, a vertical section 15, a hook head 16, an avoiding notch 17, a sealing sheet 18, a fragile part 19, an inner vertical groove 20, an outer vertical groove 21, a rigid water retaining plate 22, a vertical insertion groove 23, a water retaining sleeve 24, a floating body 25 and a positioning protrusion 26.
Detailed Description
The invention is further described with reference to the following detailed description and accompanying drawings.
First embodiment, referring to fig. 1 to 6, a construction method for prefabricating and installing a tie beam in water comprises the following process steps of: prefabricating a plurality of sections of the tie beam sections 1 and casting a plurality of pile foundations 2 at the places where the pile foundations are installed in the bridge construction site. The pile foundation overcoat is equipped with the pile foundation steel that the upper end stretches out the surface of water in pile foundation and the waters of pile foundation place and protects a section of thick bamboo 3. Pile foundation portion reinforcing bar 4 in the pile foundation stretches out the up end of pile foundation upwards. The tie beam part steel bar 5 in the tie beam section extends out of the end surface of the tie beam; secondly, the pile foundation outside steel casing is beaten and is established: an outer steel casing 6 which is supported on the water bottom and the upper end of which extends out of the water surface is sleeved on the outer part of the pile foundation steel casing, and the water areas inside and outside the outer steel casing are disconnected; thirdly, cutting a notch of the pile foundation steel casing: pumping all water in the pile foundation steel casing, pumping the water in the outer steel casing to be lower than the bottom elevation of the tie beam, and cutting a tie beam mounting notch 7 for a tie beam section to enter on the pile foundation steel casing; fourthly, pulling out the steel protective cylinder on the outer side: the outer steel casing is in a state of avoiding mounting of the open tie beam segment, and the outer steel casing is integrally pulled out and removed in the embodiment; fifthly, mounting the tie beam sections: erecting a tie beam segment between two adjacent pile foundations, wherein the tie beam segment penetrates through a tie beam installation notch of the pile foundation steel casing and is supported by the pile foundation steel casing, the depth of the tie beam segment input into the pile foundation is 5cm, and the tie beam and the pile foundation steel casing are connected together in a sealing manner; sixth step, welding: pumping out water in the pile foundation steel casing to enable the part of the pile foundation part steel bar to be welded to be located on the water surface, then welding the pile column part steel bar (not shown in the figure and used for forming a framework of a pile column which is connected to the pile foundation and used for supporting a bridge plate) with the pile foundation part steel bar together and welding the tie beam part steel bar with the pile foundation part steel bar together, wherein the length of a welding seam when the pile column part steel bar and the pile foundation part steel bar are subjected to double-side welding is more than 5 times of the diameter of the pile foundation part steel bar, and the length of the welding seam when the pile column part steel bar and the pile foundation part steel bar are subjected to single-side welding is more than 10; step seven, casting the beam-pile joint in situ: pouring concrete for covering the steel bars of the tie beam part in the pile foundation steel casing so as to connect the tie beam section and the pile foundation together; eighth step: and (3) steel casing treatment: and cutting off the part of the pile foundation steel casing on the water surface. The method for connecting the tie beam and the pile foundation steel sheath in a sealing way comprises the following steps: after the tie beam installation gap is cut out in the third step, a transverse sealing water stop strip 8 (see fig. 10) is installed on the bottom wall of the tie beam installation gap, two vertically extending angle steels 9 located on two sides of the tie beam installation gap in the width direction are welded on the pile foundation steel casing, the angle steels and the pile foundation steel casing are welded together in a sealing mode, the internal corner faces 10 face the inside of the pile foundation steel casing, the vertical sealing water stop strip 11 is installed on the side edge of one side of the tie beam installation gap, in the fifth step, after the tie beam segment penetrates through the tie beam installation gap, the lower side surface of the tie beam segment is connected with the tie beam installation gap in a sealing mode through the transverse sealing water stop strip, and the two sides of the tie beam segment in the horizontal direction are connected with the tie beam installation gap in a sealing mode through the vertical sealing water stop.
Specifically, the method comprises the following steps: the pile foundation is cylindrical and the end face 12 of the tie beam segment is a concave cambered surface. The axis of the cambered surface extends along the up-and-down direction. And after the beam is prefabricated, chiseling the end surface of the beam section to enable the length of the end surface of the beam section exposed by stones in the beam section to be 1-1.5 cm. Two ends of the tie beam segment are respectively provided with 2 lifting rings 13, and the lifting rings are prefabricated on the tie beam segment. The distance L1 of the hoist link from the end of the tie beam section is 0.29 times the length L2 of the tie beam section. The link has a depth L3 of 60cm or more inside the tie beam section. The lifting ring comprises a horizontal section 14 and two vertical sections 15 with the upper ends connected to the two ends of the horizontal section. The horizontal section is located outside of the tie beam section. The lower end of the vertical section is prefabricated within the tie beam section. The lower end of the vertical section is bent towards the direction far away from the horizontal section to form a hook head 16. The part of the hoist link located within the tie beam section is welded to the tie beam reinforcement 5.
The second embodiment is different from the first embodiment in that:
referring to fig. 7 to 10, the outboard steel sheathing is provided with an escape slot 17 for passage of the tie beam segment. The avoidance notch is blocked by a sealing sheet 18 which can be torn by the weight of the tie beam section to prevent water from entering the inside of the outer steel casing from the avoidance notch; the mounting notches of the avoidance notches and the tied beams are aligned; the concrete process of pulling out the outside steel casing in the fourth step is as follows: in the fifth step, the tie beam tears the sealing sheet when the tie beam section is installed in the tie beam installation notch. The sealing strip is provided with two weak portions 19 which extend vertically in the width direction of the avoiding notch. The frangible portion includes an inner upstanding groove 20 provided on the inner surface of the sealing surface and an outer upstanding groove 21 provided on the outer surface of the sealing surface. The inner vertical grooves are aligned with the outer vertical grooves. The outer steel casing is also provided with a rigid water baffle 22. Two vertical slots 23 which are used for one-to-one corresponding sleeving to two side walls of the avoidance notch are formed on two sides of the rigid water baffle in the horizontal direction; in the fifth step, in the process that the tie beam sections are inserted into the avoidance notches, the two vertical slots of the rigid baffle are sleeved on the two side walls of the avoidance notches in a one-to-one correspondence mode, the lower ends of the vertical slots of the rigid baffle are pressed on the upper surfaces of the tie beam sections and descend synchronously with the tie beam sections, and therefore the amount of water entering the outer steel casing through the avoidance notches in the installation process of the tie beam is reduced, and the water quantity which needs to be pumped from the pile foundation steel casing in the sixth step is reduced. And a water retaining sleeve 24 is also sleeved on the pile foundation steel casing. The water retaining sleeve is connected with a floating body 25 which floats the water retaining sleeve on the water surface in the outer side steel casing. The water blocking sleeve is used for blocking water flowing into the pile foundation steel casing through the tie beam mounting notch in the tie beam mounting process so as to reduce the water quantity required for pumping water from the pile foundation steel casing in the sixth step. The water retaining sleeve is sleeved on the pile foundation steel casing after the tie beam mounting notch is formed. The floating body is an inflatable ring extending along the circumferential direction of the water retaining sleeve. And in the eighth step, the part of the outer steel casing on the water surface is cut off during the treatment of the steel casing, and waste rubber products are filled between the pile foundation steel casing and the outer steel casing. Two ends of the tie beam segment are respectively provided with two positioning bulges 26 which are distributed on two sides of the tie beam segment in the width direction. The positioning bulge is arranged in the angle steel in a penetrating way.
Claims (10)
1. The construction method for prefabricating and installing the underwater tie beam is characterized by comprising the following steps of: prefabricating a plurality of sections of tie beam sections and pouring a plurality of pile foundations at the places where the pile foundations are installed in a bridge building site, wherein the pile foundations are sleeved with pile foundation steel casing bodies of which the upper ends extend out of the water surfaces of the pile foundations and the water areas where the pile foundations are located, pile foundation part steel bars in the pile foundations extend upwards out of the upper end surfaces of the pile foundations, and tie beam part steel bars in the tie beam sections extend out of the end surfaces of the tie beams; secondly, the pile foundation outside steel casing is beaten and is established: an outer steel casing supported on the water bottom and with the upper end extending out of the water surface is sleeved outside the pile foundation steel casing, and the water areas inside and outside the outer steel casing are disconnected; thirdly, cutting a notch of the pile foundation steel casing: pumping all water in the pile foundation steel casing, pumping the water in the outer steel casing to be below the bottom elevation of the tie beam, and cutting a tie beam mounting notch for the tie beam section to enter on the pile foundation steel casing; fourthly, pulling out the steel protective cylinder on the outer side: enabling the outer steel casing to be in a state of avoiding mounting of the open tie beam segment; fifthly, mounting the tie beam sections: erecting one tie beam segment between two adjacent pile foundations, wherein the tie beam segment is arranged in the tie beam installation notch of the pile foundation steel casing in a penetrating mode and supported by the pile foundation steel casing, and the tie beam and the pile foundation steel casing are connected together in a sealing mode; sixth step, welding: pumping out water in the pile foundation steel casing to enable the part of the pile foundation part steel bar to be welded to be located on the water surface, and then welding the pile column part steel bar and the pile foundation part steel bar together and welding the tie beam part steel bar and the pile foundation part steel bar together; step seven, casting the beam-pile joint in situ: concrete is poured into the pile casing to cover the reinforcing bars of the tie beam sections and thereby join the tie beam sections to the pile foundation.
2. The underwater tie beam prefabrication and installation construction method of claim 1, wherein the method for sealing and connecting the tie beam and the pile foundation steel sheath together is as follows: and in the fifth step, after the tie beam installation gap is cut out, a transverse sealing water stop strip is installed on the bottom wall of the tie beam installation gap, two vertically extending angle steels located on the two sides of the tie beam installation gap in the width direction are welded on the pile foundation steel casing, the angle steels and the pile foundation steel casing are welded together in a sealing mode, the internal corner faces face the inside of the pile foundation steel casing, the vertical sealing water stop strip is installed on the side edge of one side of the tie beam installation gap, the tie beam segment penetrates through the tie beam installation gap in the fifth step, the lower side surface of the tie beam segment is connected with the tie beam installation gap in a sealing mode through the transverse sealing water stop strip, and the two sides of the tie beam segment in the horizontal direction are connected with the tie beam installation gap in a sealing mode through the vertical sealing water stop strip.
3. The underwater joist prefabrication and installation construction method as claimed in claim 2, wherein two ends of the joist sections are provided with two positioning protrusions distributed on two sides of the width direction of the joist sections and used for penetrating into the angle steel.
4. The underwater tie beam prefabrication and installation construction method of claim 1, wherein the outer steel sheath is provided with an avoidance notch for the tie beam to pass through, and the avoidance notch is blocked by a sealing sheet which can be torn by the weight of the tie beam section to prevent water from entering the inner part of the outer steel casing from the avoidance notch; the avoiding notch is aligned with the tie beam mounting notch; the concrete process of pulling out the outside steel casing in the fourth step is as follows: in the fifth step, the tie beam tears the sealing sheet when the tie beam section is installed in the tie beam installation notch.
5. The underwater tie beam prefabrication and installation construction method of claim 4, wherein the sealing sheet is provided with two weak portions which vertically extend along the width direction of the avoiding notch.
6. The underwater stringer prefabrication and installation method of claim 5, wherein said weak portion includes an inner vertical groove provided on an inner side surface of the sealing surface and an outer vertical groove provided on an outer side surface of the sealing surface, said inner vertical groove being aligned with said outer vertical groove.
7. The underwater tie beam prefabrication installation construction method of claim 4, wherein the outer steel casing is further provided with a rigid water baffle, and two sides of the rigid water baffle in the horizontal direction are provided with two vertical slots which are sleeved on two side walls of the avoiding notch in a one-to-one correspondence manner; in the fifth step, in the process that the tie beam sections are inserted into the avoidance notches, the two vertical slots of the rigid baffle are sleeved on the two side walls of the avoidance notches in a one-to-one correspondence mode, the lower ends of the vertical slots of the rigid baffle are pressed on the upper surfaces of the tie beam sections and descend synchronously with the tie beam sections, and therefore the amount of water entering the outer steel casing through the avoidance notches in the installation process of the tie beam is reduced, and the water quantity which needs to be pumped from the pile foundation steel casing in the sixth step is reduced.
8. The underwater tie beam prefabrication installation construction method of claim 4, wherein the pile foundation steel casing is further sleeved with a water retaining sleeve, the water retaining sleeve is connected with a floating body which enables the water retaining sleeve to float on the water surface in the outer side steel casing, and the water retaining sleeve is used for being connected to the tie beam installation notch so as to reduce the amount of water entering the pile foundation steel casing through the tie beam installation notch in the tie beam installation process and reduce the amount of water which needs to be pumped from the pile foundation steel casing in the sixth step.
9. The underwater tie beam prefabrication and installation construction method of claim 8, wherein; the water retaining sleeve is sleeved on the pile foundation steel casing after the tie beam mounting notch is formed.
10. The underwater stringer prefabrication and installation construction method of claim 1, further comprising an eighth step of: and (3) steel casing treatment: and cutting off the parts of the pile foundation steel casing and the outer side steel casing on the water surface, and filling waste rubber products between the pile foundation steel casing and the outer side steel casing.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112609716A (en) * | 2020-12-01 | 2021-04-06 | 中国建筑第八工程局有限公司 | Hoisting construction method of underwater tie beam |
| CN114000525A (en) * | 2021-11-23 | 2022-02-01 | 中国二十二冶集团有限公司 | Construction method of tie beam in water |
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| CN114000525B (en) * | 2021-11-23 | 2023-08-22 | 中国二十二冶集团有限公司 | Construction method of underwater tie beam |
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