CN115387373B - Construction method of water surface bearing platform - Google Patents
Construction method of water surface bearing platform Download PDFInfo
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- CN115387373B CN115387373B CN202211202442.5A CN202211202442A CN115387373B CN 115387373 B CN115387373 B CN 115387373B CN 202211202442 A CN202211202442 A CN 202211202442A CN 115387373 B CN115387373 B CN 115387373B
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- 238000010276 construction Methods 0.000 title claims abstract description 65
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 25
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 101
- 239000010959 steel Substances 0.000 claims abstract description 101
- 238000009826 distribution Methods 0.000 claims abstract description 25
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims abstract description 23
- 235000017491 Bambusa tulda Nutrition 0.000 claims abstract description 23
- 241001330002 Bambuseae Species 0.000 claims abstract description 23
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims abstract description 23
- 239000011425 bamboo Substances 0.000 claims abstract description 23
- 239000011120 plywood Substances 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 16
- 238000005096 rolling process Methods 0.000 claims abstract description 14
- 239000004568 cement Substances 0.000 claims description 12
- 238000005520 cutting process Methods 0.000 claims description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 4
- 229920001821 foam rubber Polymers 0.000 claims description 3
- 238000007788 roughening Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000004035 construction material Substances 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 125000006850 spacer group Chemical group 0.000 description 2
- 240000009087 Crescentia cujete Species 0.000 description 1
- 235000005983 Crescentia cujete Nutrition 0.000 description 1
- 235000009797 Lagenaria vulgaris Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 239000002023 wood Substances 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
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Foundations (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method of a temporary water surface bearing platform, which comprises the following steps: mounting a shoulder pole beam on the top surface of the pile foundation, and pouring concrete again on the top surface of the pile foundation; installing main beams at the lower sides of two ends of the shoulder pole beam through finish rolling deformed steel bars; a plurality of distribution beams are paved at intervals between the tops of the two main beams; arranging a plurality of square timbers on the top of the distribution beam, and paving bamboo plywood on the square timbers to complete the construction of the platform; sequentially carrying out steel bar, template and concrete construction on the bamboo plywood to complete construction of a bearing platform; and dismantling the platform after the strength of the bearing platform meets the design requirement. Compared with steel cofferdam construction, the method has the advantages that underwater operation is converted into water operation, the risk is small in the platform erection process, and the safety of construction operators is ensured; meanwhile, the platform is erected, construction working procedures are reduced, the operation is simple and easy, the working efficiency is high, the construction efficiency is greatly improved, construction materials and mechanical equipment are optimized to a great extent, and the cost is reduced.
Description
Technical Field
The invention relates to the technical field of bridge engineering construction, in particular to a construction method of a temporary water surface bearing platform.
Background
The cofferdam is a temporary enclosure structure built for building a permanent hydraulic facility in hydraulic engineering construction. The water and soil are prevented from entering the building position of the building, so that water and soil can be conveniently discharged in the cofferdam, a foundation pit is excavated, the building is built, and the cofferdam structure is required to be removed after the building is completed.
Among the prior art, to the construction of aquatic cushion cap, need carry out the cofferdam construction generally, because the height of cofferdam needs to be higher than the highest water level that probably appears in the construction period, so high requirement to cofferdam steel sheet is higher, and the cofferdam needs to carry out the operation under water, bears external force such as water pressure, and construction safety risk is great, and manufacturing cost is high, and the time limit for a project is longer, influences the efficiency of construction.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a construction method of a water surface bearing platform, and aims to solve the technical problems of high cofferdam construction cost and lower construction efficiency in the prior art.
In order to achieve the above object, the present invention is achieved by the following technical scheme: a construction method of a temporary water surface bearing platform comprises the following steps:
chiseling the supergrouting concrete on the top surface of the pile foundation to a first preset horizontal height to install a shoulder pole beam, and re-casting concrete on the top surface of the pile foundation to form a concrete layer, wherein part of the shoulder pole beam is wrapped by the concrete layer, and the shoulder pole beam is anchored into the concrete layer through a U-shaped steel bar buckle;
installing main beams on the lower sides of two ends of the shoulder pole beam through finish rolling deformed steel bars, wherein the main beams are clung to two sides of a pile foundation steel casing;
a plurality of distribution beams are paved at intervals between the tops of the two main beams, and the distribution beams and the main beams are staggered;
arranging a plurality of square timbers on the top of the distribution beam, and paving a bamboo plywood on the square timbers to complete the construction of a platform;
sequentially carrying out construction of steel bars, templates and concrete on the bamboo plywood so as to complete construction of a bearing platform;
and after the strength of the bearing platform meets the design requirement, dismantling the platform.
According to an aspect of the foregoing technical solution, before the step of completing the building of the bearing platform, the construction method further includes:
and in the construction process of reinforcing steel bars, templates and concrete, pre-burying angle steel at the height of the top surface of the bearing platform.
According to an aspect of the foregoing technical solution, the step of removing the platform specifically includes:
a hoist is arranged at the angle steel, and the girder is hung through the hoist;
pulling the hoist to enable the hoist to be in a stressed state so as to bear the platform, and cutting the finish-rolled deformed steel bar so as to enable the shoulder pole beam to be separated from the main beam;
and lowering the hoist to enable the platform to fall onto a buoyancy tank on the water surface, and sequentially removing the bamboo plywood, the square timber, the distribution beam and the main beam.
According to an aspect of the foregoing technical solution, the step of chiseling the top surface of the pile foundation of the supergrouting concrete to a first preset level to install the shoulder pole beam specifically includes:
cutting the pile foundation steel casing, so that the top surface of the pile foundation steel casing is at a second preset horizontal height;
the top surface of the pile foundation is excavated to a first preset horizontal height, and the first preset horizontal height is lower than the second preset horizontal height;
two grooves are formed in one side of the top of the pile foundation steel pile casing in a cutting mode along the diameter direction, and shoulder pole beams are installed on the grooves.
According to an aspect of the foregoing technical solution, after the step of installing the shoulder pole beam, the construction method further includes:
and steel corbels are welded at the bottoms of the shoulder pole beams, and the steel corbels are correspondingly arranged with the grooves.
According to an aspect of the foregoing technical solution, after the step of forming a concrete layer, the construction method further includes:
and roughening the top of the concrete layer.
According to one aspect of the above technical scheme, the shoulder pole beam is a three-piece I20a I-steel, a hole is reserved at the joint of the three-piece I20a I-steel, and the aperture of the hole is larger than the diameter of the main reinforcement in the pile foundation, so that the main reinforcement passes through the I-steel and is embedded into the bearing platform reinforcement.
According to an aspect of the above technical solution, before the steps of sequentially performing the construction of the reinforcing steel bar, the formwork and the concrete on the bamboo plywood, the construction method further includes:
a grouting hole is formed in the top surface of the shoulder pole beam, and a port hole of the shoulder pole beam is welded and plugged through a steel plate;
and injecting cement paste into the shoulder pole beam through the grouting holes.
According to an aspect of the foregoing technical solution, the step of injecting cement slurry into the shoulder pole beam through the grouting hole specifically includes:
and injecting cement paste for multiple times through the grouting holes so as to fill the gaps in the shoulder pole beam.
According to an aspect of the foregoing technical solution, after the step of welding and plugging the port hole of the shoulder pole beam by using a steel plate, the construction method further includes:
and sealing a gap between the steel plate and the shoulder pole beam through foam rubber.
Compared with the prior art, the invention has the beneficial effects that: the pile foundation is utilized, the carrying pole beam, the main beam, the distribution beam, the square timber and the bamboo plywood are arranged on the pile foundation to form a platform, the carrying pole beam is arranged on the groove formed by the steel pile casing, the rigidity and the strength of the structure are ensured based on pouring of the concrete layer and grouting of the carrying pole beam, the angle steel is pre-buried during construction of the bearing platform, the subsequent dismantling of the platform structure is facilitated, compared with construction of the steel cofferdam, the underwater operation is converted into the water operation, the risk is small during the construction of the platform, and the safety of construction operators is ensured; meanwhile, the platform is erected, construction working procedures are reduced, the operation is simple and easy, the working efficiency is high, the construction efficiency is greatly improved, construction materials and mechanical equipment are optimized to a great extent, the cost is reduced, and the construction efficiency is improved.
Drawings
FIG. 1 is a flow chart of a method for constructing a temporary water surface platform according to an embodiment of the present invention;
FIG. 2 is a schematic view of a pile foundation and a platform according to an embodiment of the present invention;
FIG. 3 is an enlarged view of the cross-sectional structure at A-A in FIG. 2;
FIG. 4 is an enlarged view of the sectional structure at B-B in FIG. 2;
FIG. 5 is a schematic cross-sectional view of a platform and a table according to an embodiment of the invention;
FIG. 6 is an enlarged view of portion A of FIG. 5;
description of main reference numerals:
| pile foundation | 10 | Pile foundation steel pile casing | 11 |
| Shoulder pole beam | 20 | Finish rolling deformed steel bar | 21 |
| Main girder | 30 | Distribution beam | 40 |
| Bamboo plywood | 50 | Square wood | 60 |
| Steel corbel | 22 | Angle steel | 70 |
| Calabash shaped block | 80 | Bearing platform | 90 |
The invention will be further described in the following detailed description in conjunction with the above-described figures.
Detailed Description
In order that the invention may be readily understood, a more complete description of the invention will be rendered by reference to the appended drawings. Several embodiments of the invention are presented in the figures. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.
It will be understood that when an element is referred to as being "mounted" on another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "left," "right," and the like are used herein for illustrative purposes only.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "and/or" as used herein includes any and all combinations of one or more of the associated listed items.
Referring to fig. 1 to 6, a construction method of a temporary water surface platform according to a first embodiment of the present invention includes the following steps:
step S100, chiseling the supergrouting concrete on the top surface of the pile foundation 10 to a first preset horizontal height to install the shoulder pole beam 20, and pouring concrete again on the top surface of the pile foundation 10 to form a concrete layer, anchoring the shoulder pole beam 20 into the concrete layer by adopting U-shaped reinforced steel buckles, wrapping part of the shoulder pole beam 20 by the concrete layer, and anchoring the shoulder pole beam 20 into the concrete layer by adopting the U-shaped reinforced steel buckles. Specifically, in this step, the shoulder pole beam 20 is a three-piece I20a I-beam, i.e. is formed by splicing three I-beams of I20a, and because the pile foundation includes a pile foundation steel casing 11 and a steel bar and concrete structure filled in the pile foundation steel casing 11, the steel bar includes a main bar axially disposed in the pile foundation steel casing 11, after the superfilling concrete is chiseled, the main bar leaks out, and a hole is reserved at the splicing position of the three-piece I20a I-beam, and the hole diameter of the hole is larger than the diameter of the main bar in the pile foundation, so that the main bar can conveniently pass through the I-beam, thereby ensuring structural stability, and meanwhile, the main bar can be embedded in the pile foundation steel bar as a part of the pile foundation steel bar frame; the thickness of the concrete layer is 10cm, C30 concrete is adopted, the concrete layer wraps half of the shoulder pole beam 20, the first preset horizontal height is set according to the design elevation of the bottom of the mounting shoulder pole beam, namely, the design elevation of the bearing platform 90 is-10 cm, and chiseling is carried out.
And step 200, installing main beams 30 on the lower sides of two ends of the shoulder pole beam 20 through finish rolling deformed steel bars 21, wherein the main beams 30 are clung to two sides of the pile foundation steel casing 11. Specifically, the shoulder pole beam 20 is erected on the top surface of the pile foundation 10, two finish rolling deformed steel bars 21 are arranged at two ends of the shoulder pole beam 20, the finish rolling deformed steel bars 21 are M36 finish rolling deformed steel bars 21, the two ends of the M36 finish rolling deformed steel bars 21 are respectively used for fixing the shoulder pole beam 20 and the main beams 30 through M36 nuts, the main beams 30 are composed of two I-shaped steel bars of I20a, and the two main beams 30 are closely attached to two sides of the pile foundation steel pile casing 11 and are mutually perpendicular to the shoulder pole beam 20. Preferably, in this step, in order to ensure the fixing stability of the finish rolling deformed steel bar 21, a reinforcing steel plate is welded to the outer wall surface of the junction between the shoulder-pole beam 20 and the main beam 30 and the finish rolling deformed steel bar 21, the reinforcing steel plate is a Q235 steel plate of 30×25×1.5cm, a spacer steel plate is further provided between the M36 nut and the shoulder-pole beam 20 and between the M36 nut and the main beam 30, and the spacer steel plate is a Q235 steel plate of 10×10×1 cm.
And step S300, a plurality of distribution beams 40 are paved at intervals between the tops of the two main beams 30, and the distribution beams 40 and the main beams 30 are staggered. Specifically, in this step, as shown in fig. 2, the distribution beams 40 are I-beams of I20a, in this embodiment, the number of pile foundations 10 is 4, the distribution beams 40 are arranged on the main beams 30 at intervals, the distribution beams 40 are arranged perpendicular to the main beams 30, the distance between every two distribution beams 40 is 60cm, and the distribution beams 40 near the pile foundations 10 are cut to avoid the pile foundations 10.
Step S400, a plurality of square timber blocks 60 are arranged on the top of the distribution beam 40, and the bamboo plywood 50 is laid on the square timber blocks 60 to complete the construction of the platform. Specifically, in this step, the square timber 60 has a specification of 10 x 10cm, the distance between every two square timber 60 is 20cm, the square timber 60 and the distribution beam 40 are perpendicular to each other, the bamboo plywood 50 is disposed on the square timber 60, the square timber 60 and the bamboo plywood 50 are disposed around the periphery of the pile foundation steel casing 11, and the collision parts of the square timber 60 and the bamboo plywood 50 with the pile foundation steel casing 11 are cut.
Step S500, sequentially performing steel bar, template and concrete construction on the bamboo plywood 50 to complete the construction of the bearing platform 90. Specifically, in this step, the thickness of the bamboo plywood 50 is 1.5cm, and the steps of sequentially performing the reinforcement, the form and the concrete construction mainly include: firstly binding a steel bar frame on the bamboo plywood 50, setting a template on the periphery of the steel bar frame after binding the steel bar frame, and finally performing concrete pouring.
And S600, dismantling the platform after the strength of the bearing platform 90 meets the design requirement. Specifically, in this step, when the strength of the pile cap 90 meets the design requirement, that is, the support of the platform structure is not required, and the pile foundation 10 and the pile cap 90 provided on the pile foundation 10 are obtained as the final structure by removing the platform structure, the shoulder pole beam 20 is buried between the pile cap 90 and the pile foundation 10.
Preferably, in this embodiment, the step S100 specifically includes:
step S110, cutting the pile foundation steel casing 11 to enable the top surface height of the pile foundation steel casing 11 to be at a second preset horizontal height. Specifically, in this step, the dicing is performed at a height of +10cm from the design height of the table 90.
Step S120, the top surface of the pile foundation 10 is excavated to a first preset level, and the first preset level is lower than the second preset level. Specifically, in this step, the top surface of the pile foundation 10 after the chiseling is chiseled according to the design elevation of the bearing platform 90, namely, the pile foundation steel casing 11 is higher than the top surface of the pile foundation 10, and the elevation difference is 20cm.
And step S130, cutting two grooves along the diameter direction on one side of the top of the pile foundation steel casing 11, and installing the shoulder pole beam 20 on the grooves. Specifically, in this step, the width of the groove is 34cm, and the depth of the groove is 10cm (the bottom of the groove is identical to the top surface of the pile foundation 10, i.e., the first preset height).
It should be understood that the above-mentioned pile cap 90 corresponds to being erected on the pile foundation 10, the platform is mainly used for the construction and loading of the pile cap 90, the shoulder pole beam 20 is used for connecting the platform and the pile foundation 10, and the shoulder pole beam 20 also serves as a part of the pile cap 90 in the subsequent casting of the pile cap 90.
Further, in this embodiment, to ensure the rigidity and strength of the shoulder pole beam 20, before the bearing platform 90 is built, the construction method further includes:
and 510, forming grouting holes in the top surface of the shoulder pole beam 20, and welding and plugging the port holes of the shoulder pole beam 20 through a steel plate. Specifically, in this step, the diameter of the grouting hole is 4cm, and since the shoulder pole beam 20 is formed by three I-beams of I20a, the number of the grouting holes is two and the grouting holes are formed at the joint of every two adjacent I-beams, and a receiving space is formed by welding a steel plate at the port hole of the shoulder pole beam 20, so that grouting treatment can be performed subsequently.
And S511, sealing a gap between the steel plate and the shoulder pole beam 20 through foam rubber.
And step S520, injecting cement slurry into the shoulder pole beam 20 through the grouting holes. Specifically, in this step, the cement slurry is 42.5 ordinary silicate cement slurry, and the water-cement ratio is: water: cement=0.6 to 0.28, cement paste is injected several times to ensure that the shoulder pole beam 20 is filled with cement paste and the gap inside the shoulder pole beam 20 is filled.
In addition, in this embodiment, in order to facilitate the pouring and bonding between the concrete on the bottom surface of the bearing platform 90 and the concrete layer in the subsequent construction process of the bearing platform 90, the construction method further includes:
and step S530, roughening the top of the concrete layer.
In this step, in order to ensure stability of the shoulder pole beam 20, steel corbels 22 are welded at the positions of the grooves, the steel corbels 22 are 30×30×1.5cm q235 steel plates, and both sides of the steel corbels 22 are respectively disposed close to the pile foundation steel casing 11 and the shoulder pole beam 20.
Preferably, in this embodiment, in the step S500, before the step of completing the construction of the bearing platform 90, the construction method further includes:
in step S530, the angle steel 70 is pre-embedded at the top surface height of the bearing platform 90 during the construction process of the steel bar, the form and the concrete. Based on this, in the present embodiment, the step S600 specifically includes:
step S610, arranging a hoist 80 at the angle steel 70, and suspending the main beam 30 by the hoist 80. In this step, the gravity of the bearing platform 90 is transferred to the main beam 30 sequentially through the bamboo plywood 50, the square lumber 60 and the distribution beam 40, the main beam 30 is fixed to the shoulder pole beam 20 through the finish rolling deformed steel bar 21, the angle steel 70 is fixed to one side of the bearing platform 90, and the hoist 80 is disposed at the angle steel 70, so that the main beam 30 can be suspended by the hoist 80, and the platform structure is prevented from scattering after the finish rolling deformed steel bar 21 is cut.
Step S620, pulling the hoist 80 to make the hoist 80 in a stressed state to bear the platform, and cutting the finish rolled deformed steel bar 21 to disengage the shoulder pole beam 20 from the main beam 30.
Step S630, the hoist 80 is lowered to enable the platform to fall onto the buoyancy tank, and the bamboo plywood 50, the square lumber 60, the distribution beam 40 and the main beam 30 are removed in sequence. Specifically, in this step, the chain block 80 is subjected to primary stress, then the finish rolling deformed steel bars 21 are cut so that the shoulder pole beams 20 are separated from the main beams 30, and then the chain block 80 is slowly lowered through synchronous symmetry so that the platform is integrally unloaded, and it is understood that, in order to facilitate the disassembly of the platform structure, a buoyancy tank is further required to be arranged on the water surface between the disassembly platforms, the platform structure is integrally dropped on the buoyancy tank through lowering the chain block 80 so that the bamboo plywood 50, the square lumber 60, the distribution beams 40 and the main beams 30 at the bottom of the bearing platform 90 are further sequentially disassembled from top to bottom.
In summary, according to the construction method of the temporary water surface bearing platform in the above embodiment of the invention, by using the pile foundation 10 and arranging the shoulder pole beam 20, the main beam 30, the distribution beam 40, the square timber 60 and the bamboo plywood 50 on the pile foundation 10 to form a platform, the shoulder pole beam 20 is arranged on the groove formed by the steel pile casing, the rigidity and the strength of the structure are ensured based on the pouring of the concrete layer and the grouting of the shoulder pole beam 20, and the steel angle 70 is embedded during the construction of the bearing platform 90, so that the subsequent dismantling of the platform structure is facilitated, compared with the construction of a steel cofferdam, the construction method is converted from underwater operation to water operation, the risk in the platform erection process is small, and the safety of construction operators is ensured; meanwhile, the platform is erected, construction working procedures are reduced, the operation is simple and easy, the working efficiency is high, the construction efficiency is greatly improved, construction materials and mechanical equipment are optimized to a great extent, and the cost is reduced.
In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present invention. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
The above examples merely represent a few embodiments of the present invention, which are described in more detail and are not to be construed as limiting the scope of the present invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of the invention should be assessed as that of the appended claims.
Claims (4)
1. The construction method of the water surface bearing platform is characterized by comprising the following steps of:
step S1, chiseling out the supergrouting concrete on the top surface of a pile foundation to a first preset horizontal height to install a shoulder pole beam, and pouring concrete again on the top surface of the pile foundation to form a concrete layer, wherein the shoulder pole beam is anchored into the concrete layer through a U-shaped steel bar buckle by wrapping part of the shoulder pole beam, the shoulder pole beam is made of three-piece I20a I-shaped steel, holes are reserved at the joint of the three-piece I20a I-shaped steel, and the aperture of the holes is larger than the diameter of a main rib in the pile foundation so that the main rib can conveniently penetrate through the I-shaped steel and is embedded into a bearing platform steel;
the step of chiseling the top surface of the pile foundation to a first preset horizontal height to install the shoulder pole beam specifically comprises the following steps of:
cutting the pile foundation steel casing, so that the top surface of the pile foundation steel casing is at a second preset horizontal height;
the top surface of the pile foundation is excavated to a first preset horizontal height, and the first preset horizontal height is lower than the second preset horizontal height;
cutting one side of the top of the pile foundation steel pile casing along the diameter direction to form two grooves, and mounting a shoulder pole beam on each groove;
welding steel corbels at the bottoms of the shoulder pole beams, wherein the steel corbels are arranged corresponding to the grooves;
s2, installing main beams on the lower sides of two ends of the shoulder pole beam through finish rolling deformed steel bars, wherein the main beams are clung to two sides of a pile foundation steel casing;
step S3, a plurality of distribution beams are paved between the tops of the two main beams at intervals, and the distribution beams and the main beams are staggered;
s4, arranging a plurality of square timbers on the top of the distribution beam, and paving bamboo plywood on the square timbers to finish the construction of a platform;
s5, sequentially constructing steel bars, templates and concrete on the bamboo plywood to finish the construction of a bearing platform;
before the steps of sequentially carrying out the construction of the steel bars, the templates and the concrete on the bamboo plywood, the construction method further comprises the following steps:
a grouting hole is formed in the top surface of the shoulder pole beam, and a port hole of the shoulder pole beam is welded and plugged through a steel plate;
sealing a gap between the steel plate and the shoulder pole beam through foam rubber;
injecting cement paste into the shoulder pole beam through the grouting holes;
the step of injecting cement paste into the shoulder pole beam through the grouting holes specifically comprises the following steps:
injecting cement paste for multiple times through the grouting holes so as to fill gaps in the shoulder pole beam;
and S6, after the strength of the bearing platform meets the design requirement, dismantling the platform, and obtaining the bearing platform with the final structure of the pile foundation and the pile foundation, wherein the shoulder pole beam is buried between the bearing platform and the pile foundation.
2. The method of constructing a deck on a water surface according to claim 1, wherein before the step of completing the construction of the deck, the method further comprises:
and in the construction process of reinforcing steel bars, templates and concrete, pre-burying angle steel at the height of the top surface of the bearing platform.
3. The method for constructing a platform on a water surface according to claim 2, wherein the step of removing the platform specifically comprises:
a hoist is arranged at the angle steel, and the girder is hung through the hoist;
pulling the hoist to enable the hoist to be in a stressed state so as to bear the platform, and cutting the finish-rolled deformed steel bar so as to enable the shoulder pole beam to be separated from the main beam;
and lowering the hoist to enable the platform to fall onto a buoyancy tank on the water surface, and sequentially removing the bamboo plywood, the square timber, the distribution beam and the main beam.
4. The method of constructing a pile cap on a water surface according to claim 1, wherein after the step of forming a concrete layer, the method further comprises:
and roughening the top of the concrete layer.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211202442.5A CN115387373B (en) | 2022-09-29 | 2022-09-29 | Construction method of water surface bearing platform |
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| CN202211202442.5A CN115387373B (en) | 2022-09-29 | 2022-09-29 | Construction method of water surface bearing platform |
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| CN115387373A CN115387373A (en) | 2022-11-25 |
| CN115387373B true CN115387373B (en) | 2023-08-22 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109518704A (en) * | 2018-11-20 | 2019-03-26 | 中国建筑第四工程局有限公司 | A kind of load system transform system and conversion method integrally transferred for steel lifted trunk |
| CN109537617A (en) * | 2018-12-03 | 2019-03-29 | 中铁十二局集团有限公司 | A kind of construction method pouring hanging cushion cap using suspension type bed die bracket |
| JP2021001497A (en) * | 2019-06-24 | 2021-01-07 | 五洋建設株式会社 | Pile support structure and construction method of the same |
| CN216275237U (en) * | 2021-09-08 | 2022-04-12 | 中交第一航务工程局有限公司 | Offshore large-volume pier finish rolling thread hanging bottom combined platform |
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2022
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| CN108179735A (en) * | 2018-02-28 | 2018-06-19 | 中国葛洲坝集团第五工程有限公司 | A kind of boulder bed large-sized deep water foundation construction platform and method |
| CN109518704A (en) * | 2018-11-20 | 2019-03-26 | 中国建筑第四工程局有限公司 | A kind of load system transform system and conversion method integrally transferred for steel lifted trunk |
| CN109537617A (en) * | 2018-12-03 | 2019-03-29 | 中铁十二局集团有限公司 | A kind of construction method pouring hanging cushion cap using suspension type bed die bracket |
| JP2021001497A (en) * | 2019-06-24 | 2021-01-07 | 五洋建設株式会社 | Pile support structure and construction method of the same |
| CN216275237U (en) * | 2021-09-08 | 2022-04-12 | 中交第一航务工程局有限公司 | Offshore large-volume pier finish rolling thread hanging bottom combined platform |
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| CN115387373A (en) | 2022-11-25 |
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