CN112538852A - Construction method of deepwater bored pile for thin covering layer - Google Patents
Construction method of deepwater bored pile for thin covering layer Download PDFInfo
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- CN112538852A CN112538852A CN202011382677.8A CN202011382677A CN112538852A CN 112538852 A CN112538852 A CN 112538852A CN 202011382677 A CN202011382677 A CN 202011382677A CN 112538852 A CN112538852 A CN 112538852A
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
- 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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- 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/40—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds in open water
-
- 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
- E02D5/665—Mould-pipes or other moulds for making piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
- E02D2250/0076—Drilling
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention relates to a construction method of a deep-water cast-in-situ bored pile aiming at a thin covering layer, which comprises the following steps: 1) building a floating platform; 2) arranging a hole guiding platform on the floating platform built in the step 1), and installing a drilling machine on the hole guiding platform; 3) after all pile foundation hole guiding operations are completed, the drilling machine is moved out of the hole guiding platform; 4) installing a positioning undercarriage; 5) connecting a long steel protecting cylinder and lowering the connected long steel protecting cylinder; 6) pouring bottom sealing embedded concrete; 7) throwing and filling broken stones and grouting underwater; 8) the hole guiding platform completes system conversion to form a construction platform of the cast-in-situ bored pile; 9) and performing bored pile operation on the construction platform of the bored pile. The invention provides a construction method of a deep-water bored pile for a thin covering layer, which can effectively ensure the safety of a construction platform.
Description
Technical Field
The invention belongs to the technical field of bridge engineering construction, relates to a construction method of a cast-in-situ bored pile, and particularly relates to a construction method of a deep-water cast-in-situ bored pile for a thin covering layer, which is implemented in areas such as lake areas, reservoir bottoms (riverbed bottoms) and the like.
Background
At present, for bridge pile foundation construction in a deep water area, a lower horizontal covering layer is thick generally, a method of firstly driving steel pipe piles and erecting a pipe pile platform can be adopted, and a large-scale floating crane or a hoisting facility is installed on the pipe pile platform to complete positioning, lengthening and installation of a bridge pile foundation steel pile casing.
However, under the condition that the cover layer for inland reservoirs and inland rivers lying down is thin, particularly in deep reservoir areas, the water depth is up to more than 40m, the reservoir bottom basically has no cover layer, if the scheme of the steel pipe pile platform is adopted, the steel pipe piles cannot be driven into the reservoir, or the driving depth is extremely shallow, the steel pipe piles cannot provide enough anchoring force for the steel pipe piles, the whole pipe pile platform is in an unstable state, overturning is easy to happen, and huge potential safety hazards exist. It is less likely to provide adequate support for pile foundation construction, steel casing lengthening and installation.
Disclosure of Invention
In order to solve the technical problems in the background art, the invention provides a construction method of a deep water cast-in-situ bored pile for a thin covering layer, which can effectively ensure the safety of a construction platform.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method of a deep water bored pile for a thin covering layer is characterized in that: the construction method of the deep water cast-in-situ bored pile aiming at the thin covering layer comprises the following steps of:
1) building a floating platform; the floating platform is formed by assembling buoyancy tanks, and adjacent buoyancy tanks are connected by pins; protective railings are arranged around the floating platform;
2) arranging a hole guiding platform on the floating platform built in the step 1), and installing a drilling machine on the hole guiding platform;
3) after all pile foundation hole guiding operations are completed, the drilling machine is moved out of the hole guiding platform;
4) installing a positioning undercarriage;
5) connecting a long steel protecting cylinder and lowering the connected long steel protecting cylinder;
6) pouring bottom sealing embedded concrete;
7) throwing and filling broken stones and grouting underwater;
8) the hole guiding platform completes system conversion to form a construction platform of the cast-in-situ bored pile;
9) and performing bored pile operation on the construction platform of the bored pile.
Preferably, the specific implementation manner of step 1) adopted by the invention is as follows:
1.1) assembling the floating platform at a proper position on the shore, and carrying the assembly to a preset position by floating through a towing ship;
1.2) measuring whether the actual position of the floating platform is a preset position, and if so, directly carrying out the step 1.3); if not, adjusting the actual position of the floating platform to a preset position and then performing step 1.3);
1.3) the ship for transporting the anchorage and the anchor cable runs to the anchoring position, the anchorage with the anchor cable is sunk to the bottom of a river bed, the cable is laid to a platform, and the tail end of the anchor cable is fixed on a floating platform winch; after all anchorages and cables are completely released, synchronously tightening all cables, and controlling the horizontal position deviation of the floating platform to be not more than 5cm according to the measurement data; the floating platform adopts a cubic concrete block as an anchorage.
Preferably, the specific implementation manner of step 2) adopted by the invention is as follows: impacting the bottom rock surface of the reservoir at the pile position by using a drill hammer with the diameter larger than that of the steel casing until the foot of the casing can be embedded into the rock surface by not less than 3 m; the main structure of the hole guiding platform is assembled by 321 Bailey beams, and the row number and the piece number of the 321 Bailey beams are set by combining the bearing requirement of the platform and the span of the 321 Bailey beams; i25a I-steel distribution beams are transversely paved on the 321 Bailey beams, I14I-steel is longitudinally paved, the panel of the guide hole platform adopts a pattern steel plate, and the lower position of the steel casing is reserved.
Preferably, the specific implementation manner of step 3) adopted by the invention is as follows: transporting the impact drill to a floating platform hoisting position by a ship, and lifting the impact drill to a pilot hole platform; the diameter of the drill hammer is at least 20cm larger than the pile casing, the central position of the drill hammer is positioned according to the pile position, the drill hammer impacts the bottom of the reservoir or the bottom of the river bed to the top surface of the rock stratum in a small stroke, after the rock surface is hammered flat, the drill hammer is changed to a large stroke and continuously impacts the rock surface to be not less than 3m, and the single-pile hole guiding operation is finished; and circularly operating until all pile foundation hole guiding operations are finished, and moving the drilling machine out of the hole guiding platform.
Preferably, the specific implementation manner of step 4) adopted by the invention is as follows: after the pile foundation hole guiding operation in the step 3) is finished, installing a positioning undercarriage on the hole guiding platform; the positioning undercarriage is used for positioning, lengthening and lowering the steel casing; the positioning landing gear is processed into a # -shaped structure by adopting section steel, is fixed on the Bailey beam of the pilot hole platform by using a riding bolt, and transmits load to the Bailey beam in the lengthening and lowering processes of the pile casing.
Preferably, the specific implementation manner of step 5) adopted by the invention is as follows:
the diameter of the steel casing is 20cm larger than the diameter of the pile, a single-section steel casing is rolled by a fixed-length steel plate, the length of the steel plate is blanked according to the perimeter of the steel casing, and after the single-section steel casing is rolled, welded and formed, the height of the landing gear is combined and positioned, and the single-section steel casing is lengthened to 6m fixed-length; after the steel casing is manufactured in sections and is qualified through inspection, cross-shaped support rods are arranged at two ends of the steel casing; the bottom of the first section of steel casing is provided with an oval hole along the annular direction, and the distance between the hole and the bottom of the first section of steel casing is 50 cm; the extension of the steel casing is matched with a positioning undercarriage, and the perpendicularity of the extension of the steel casing is detected in time; after the extension of all the steel casings is finished, slowly hoisting the steel casings by using a positioning undercarriage, standing until the whole floating platform is in a minimum shaking state, synchronously tightening each cable rope, measuring and checking the central position and the verticality of the casings, and slowly lowering the steel casings until the steel casings are implanted after the design and specification requirements are met; adjusting the steel pile casings one by one to a design position, checking the top surface position of each steel pile casing after the verticality meets the design requirement and implantation, and connecting the top parts of the steel pile casings into a whole; 4 grouting pipes with the diameter of 32mm are arranged around the steel casing, and the steel casing is correspondingly lengthened when being lengthened.
Preferably, the specific implementation manner of step 6) adopted by the invention is as follows: and (5) after the steel casing in the step 5) is accurately placed and positioned and the top is connected into a whole, pouring bottom-sealing embedded concrete according to an underwater concrete pouring method, wherein the pouring thickness of the embedded concrete is not less than 1.5m, and the guide pipe is continuously shaken up and down in the pouring process, so that the embedded concrete can overflow through the opening at the bottom of the casing and fill the gap between the guide hole and the casing.
Preferably, the specific implementation manner of step 7) adopted by the invention is as follows: after the bottom sealing embedded concrete is poured and finally set, filling broken stones along the peripheral outer wall of the protecting cylinder, and enabling the broken stones to fill the gaps between the protecting cylinder and the periphery of the guide hole and the gaps between the protecting cylinder and the covering layer; and (3) stirring the quick-hardening silicate cement mortar, estimating the grouting amount of each pipeline, and grouting the pipelines one by using a grouting pump to fill the crushed stone gaps filled around the outer wall of the casing with slurry.
Preferably, the specific implementation manner of step 8) adopted by the invention is as follows: welding a bearing bracket around the outer wall of the steel casing; after bottom sealing embedded concrete pouring and underwater grouting are finished for 7 days, the steel casing is used as a support, the hole guiding platform is integrally lifted, the hole guiding platform is separated from the floating platform, and a support point of the hole guiding platform is transferred to a bearing bracket of the steel casing; all the load of the hole guiding platform is transmitted to the steel casing through the bracket on the casing; and the hole guiding platform completes the conversion of a stress system and becomes a construction platform of the cast-in-situ bored pile.
The invention has the advantages that:
the invention provides a construction method of a deep-water bored pile aiming at a thin covering layer, which adopts a floating box as a main stress structure before a construction platform is built, and utilizes the floating box to complete the operation procedures of hole guiding of the bored pile, lowering of a steel casing, connection and integration of a plurality of steel casings, lifting of the construction platform and the like. The method is used for deep water construction of reservoirs, inland rivers and lakes, particularly construction in areas with thin covering layers at the bottoms of the reservoirs (river bed bottoms), the pipe pile platform is adopted, the driving depth is shallow, the root parts of pipe piles cannot be effectively embedded and anchored, single piles are in an unstable state, the pipe piles are long in free length under the deep water condition, the pipe pile platform is easy to overturn under the load action due to light weight and unstable root bases, and the scheme of the pipe pile platform is not enough to ensure the safety of the construction platform. The invention can effectively provide a safe and reliable operation platform for the construction of the deepwater pile foundation under the condition that a pipe pile platform and a large-scale floating crane platform cannot be erected.
Detailed Description
The invention provides a construction method of a deep-water cast-in-situ bored pile aiming at a thin covering layer, which comprises the following steps:
1. floating platform
The floating platform is formed by assembling floating boxes, and the box bodies are connected by pins. And the requirement of sufficient operation plane, bearing capacity and stability is provided for the overwater operation. Protective railings are arranged around the floating platform. The floating platform is transported to a predetermined location by a tug boat. Measuring the position of the platform, adjusting the platform to be basically in place, and then anchoring and fixing. And (4) running the ship for transporting the anchorage and the anchor cable to the anchoring position, sinking the anchorage with the anchor cable to the riverbed, laying the anchor cable to the platform, and fixing the tail end of the anchor cable on the floating platform winch. And after all anchorages and the mooring ropes thereof are released, synchronously tightening all mooring ropes, and controlling the horizontal position deviation of the floating platform to be not more than 5cm according to the measurement data. The floating platform adopts a cubic concrete block as an anchorage.
2. Lead the hole platform, the effect of leading the hole platform: before the steel casing is lowered, a hole guiding platform is erected on the floating platform, a drilling machine is installed on the hole guiding platform, a drilling hammer with the diameter larger than that of the steel casing is used for impacting the rock surface of the bottom of a reservoir (the bottom of a river bed) at a pile position until the foot of the steel casing can be embedded into the rock surface to be not less than 3 m.
A hole guiding platform is arranged on the floating platform, a main structure of the hole guiding platform is assembled by 321 Bailey beams, and the row number and the piece number of the Bailey beams are reasonably arranged by combining the bearing requirement of the platform and the span of the Bailey beams. I25a I-steel distribution beams are transversely laid on the Bailey beams, I14I-steel is longitudinally laid on the Bailey beams, the panel of the guide hole platform adopts a pattern steel plate, and the lower placing position of the steel casing is reserved.
3. And the purpose of the guide hole is to ensure that the steel casing can be effectively embedded into the rock stratum.
And (4) transporting the impact drill to the floating platform hoisting position by a ship, and lifting the impact drill to the pilot hole platform. The diameter of the drill hammer is at least 20cm larger than the pile casing, the center position of the drill hammer is well positioned according to the pile position, the drill hammer impacts the bottom of the reservoir (the bottom of a river bed) to the top surface of the rock stratum in a small stroke, after the rock surface is hammered, the drill hammer changes a large stroke to continue impacting until the distance below the rock surface is not less than 3m, and the single-pile hole guiding operation is completed. And (5) circularly operating until all pile foundation hole guiding operations are finished, and moving the drilling machine out of the hole guiding platform.
4. Positioning landing gear mounting
And after the hole guiding is finished, installing a positioning undercarriage on the hole guiding platform. The positioning undercarriage is used for positioning, lengthening and lowering the steel casing. The positioning landing gear is processed into a # -shaped structure by adopting section steel, is fixed on the Bailey beam of the pilot hole platform by using a riding bolt, and transmits load to the Bailey beam in the lengthening and lowering processes of the pile casing.
5. Lengthening and lowering of steel casing
The diameter of the pile casing is 20cm larger than the diameter of the pile, the single-section pile casing is rolled by a fixed-length steel plate, the length of the steel plate is blanked according to the perimeter of the pile casing, and after the single-section pile casing is rolled, welded and formed, the single-section steel pile casing is lengthened to 6m fixed-length by combining the height of a positioning undercarriage, so that the operation time of field welding is shortened. After the steel casing is manufactured in sections and is qualified through inspection, the two ends of the casing are provided with the cross-shaped support rods, so that the deformation of the casing is prevented.
An oval hole is formed in the bottom of the first section of protective cylinder along the annular direction, and the distance between the position of the hole and the bottom of the first section of steel protective cylinder is 50 cm. And the extension of the pile casing is matched with a positioning undercarriage, so that the perpendicularity of the extension of the pile casing is detected in time. After all directions of protection are lengthened, the steel protection cylinder is slowly hoisted by a positioning undercarriage, the whole floating platform is in a minimum shaking state after standing, all mooring ropes are synchronously tightened, the central position and the verticality of the steel protection cylinder are measured and checked, and the steel protection cylinder is slowly lowered until the steel protection cylinder is implanted after the steel protection cylinder meets the design and specification requirements. And adjusting the steel pile casings one by one to the design position, checking the top surface position of each steel pile casing after the verticality meets the design requirement and the implantation, and connecting the tops of the steel pile casings into a whole to ensure the overall stability of the steel pile casings. 4 grouting pipes with the diameter of 32mm are arranged around the steel casing, and the grouting pipes are correspondingly lengthened when the steel casing is lengthened, so that the sealing of the grouting pipes is ensured, and the leakage of the grouting is avoided.
6. Bottom-sealing embedded concrete pouring
The purpose of bottom sealing and concreting is to pour concrete at the bottom of the pile casing to enable the concrete to overflow from the opening at the bottom of the pile casing to the periphery of the pile casing after the steel pile casing is accurately positioned, and fill the gap between the guide hole and the pile casing to enable the pile casing to be embedded in the rock stratum. And after the pile casing is accurately placed and positioned and the top parts are connected into a whole, bottom sealing embedded concrete is poured according to an underwater concrete pouring method, the pouring thickness of the embedded concrete is not less than 1.5m, and the guide pipe is continuously shaken up and down in the pouring process, so that the embedded concrete can overflow through the opening at the bottom of the pile casing and fill the gap between the guide hole and the pile casing.
7. Underwater grouting
After the bottom sealing embedded concrete is poured and finally set, gravel is thrown and filled along the peripheral outer wall of the casing, so that the gravel can fully fill the gaps between the casing and the guide hole and the gaps between the casing and the covering layer. And (3) stirring the quick-hardening silicate cement mortar, estimating the grouting amount of each pipeline, and grouting the pipelines one by using a grouting pump to fill the crushed stone gaps filled around the outer wall of the casing with slurry.
8. Lead hole platform stress system conversion
And welding bearing brackets around the outer wall of the steel casing. And after the bottom sealing embedded concrete pouring and the underwater grouting are finished for 7 days, the steel casing is used as a support, the hole guiding platform is integrally lifted, the hole guiding platform is separated from the floating platform, and the supporting point of the hole guiding platform is transferred to the steel casing bearing bracket. And the whole load of the hole guiding platform is transmitted to the steel casing through the bracket on the casing. And the hole guiding platform completes the conversion of a stress system and becomes a construction platform of the cast-in-situ bored pile.
9. Bored pile operation
Considering that the engineering pile foundation is deeply embedded into the rock stratum, the impact drill can be adopted to complete the hole forming construction of the cast-in-situ bored pile.
Claims (9)
1. A construction method of a deep water bored pile for a thin covering layer is characterized in that: the construction method of the deep water cast-in-situ bored pile aiming at the thin covering layer comprises the following steps of:
1) building a floating platform; the floating platform is formed by assembling buoyancy tanks, and adjacent buoyancy tanks are connected by pins; protective railings are arranged around the floating platform;
2) arranging a hole guiding platform on the floating platform built in the step 1), and installing a drilling machine on the hole guiding platform;
3) after all pile foundation hole guiding operations are completed, the drilling machine is moved out of the hole guiding platform;
4) installing a positioning undercarriage;
5) connecting a long steel protecting cylinder and lowering the connected long steel protecting cylinder;
6) pouring bottom sealing embedded concrete;
7) throwing and filling broken stones and grouting underwater;
8) the hole guiding platform completes system conversion to form a construction platform of the cast-in-situ bored pile;
9) and performing bored pile operation on the construction platform of the bored pile.
2. The construction method of a deep-water bored pile for a thin overburden according to claim 1, wherein: the specific implementation manner of the step 1) is as follows:
1.1) assembling the floating platform at a proper position on the shore, and carrying the assembly to a preset position by floating through a towing ship;
1.2) measuring whether the actual position of the floating platform is a preset position, and if so, directly carrying out the step 1.3); if not, adjusting the actual position of the floating platform to a preset position and then performing step 1.3);
1.3) the ship for transporting the anchorage and the anchor cable runs to the anchoring position, the anchorage with the anchor cable is sunk to the bottom of a river bed, the cable is laid to a platform, and the tail end of the anchor cable is fixed on a floating platform winch; after all anchorages and cables are completely released, synchronously tightening all cables, and controlling the horizontal position deviation of the floating platform to be not more than 5cm according to the measurement data; the floating platform adopts a cubic concrete block as an anchorage.
3. The method for constructing a deep-water bored pile for a thin overburden according to claim 2, wherein: the specific implementation manner of the step 2) is as follows: impacting the bottom rock surface of the reservoir at the pile position by using a drill hammer with the diameter larger than that of the steel casing until the casing foot is embedded into the rock surface by not less than 3 m; the main structure of the hole guiding platform is assembled by 321 Bailey beams, and the row number and the piece number of the 321 Bailey beams are set by combining the bearing requirement of the platform and the span of the 321 Bailey beams; i25a I-steel distribution beams are transversely paved on the 321 Bailey beams, I14I-steel is longitudinally paved, the panel of the guide hole platform adopts a pattern steel plate, and the lower position of the steel casing is reserved.
4. The method for constructing a deep-water bored pile for a thin overburden according to claim 3, wherein: the specific implementation manner of the step 3) is as follows: transporting the impact drill to a floating platform hoisting position by a ship, and lifting the impact drill to a pilot hole platform; the diameter of the drill hammer is at least 20cm larger than the pile casing, the central position of the drill hammer is positioned according to the pile position, the drill hammer impacts the bottom of the reservoir or the bottom of the river bed to the top surface of the rock stratum in a small stroke, after the rock surface is hammered flat, the drill hammer is changed to a large stroke and continuously impacts the rock surface to be not less than 3m, and the single-pile hole guiding operation is finished; and circularly operating until all pile foundation hole guiding operations are finished, and moving the drilling machine out of the hole guiding platform.
5. The method for constructing a deep-water bored pile for a thin overburden according to claim 4, wherein: the specific implementation manner of the step 4) is as follows: after the pile foundation hole guiding operation in the step 3) is finished, installing a positioning undercarriage on the hole guiding platform; the positioning undercarriage is used for positioning, lengthening and lowering the steel casing; the positioning landing gear is processed into a # -shaped structure by adopting section steel, is fixed on the Bailey beam of the pilot hole platform by using a riding bolt, and transmits load to the Bailey beam in the lengthening and lowering processes of the pile casing.
6. The method for constructing a deep-water bored pile for a thin overburden according to claim 5, wherein: the specific implementation manner of the step 5) is as follows:
the diameter of the steel casing is 20cm larger than the diameter of the pile, a single-section steel casing is rolled by a fixed-length steel plate, the length of the steel plate is blanked according to the perimeter of the steel casing, and after the single-section steel casing is rolled, welded and formed, the height of the landing gear is combined and positioned, and the single-section steel casing is lengthened to 6m fixed-length; after the steel casing is manufactured in sections and is qualified through inspection, cross-shaped support rods are arranged at two ends of the steel casing; the bottom of the first section of steel casing is provided with an oval hole along the annular direction, and the distance between the hole and the bottom of the first section of steel casing is 50 cm; the extension of the steel casing is matched with a positioning undercarriage, and the perpendicularity of the extension of the steel casing is detected in time; after the extension of all the steel casings is finished, slowly hoisting the steel casings by using a positioning undercarriage, standing until the whole floating platform is in a minimum shaking state, synchronously tightening each cable rope, measuring and checking the central position and the verticality of the casings, and slowly lowering the steel casings until the steel casings are implanted after the design and specification requirements are met; adjusting the steel pile casings one by one to a design position, checking the top surface position of each steel pile casing after the verticality meets the design requirement and implantation, and connecting the top parts of the steel pile casings into a whole; 4 grouting pipes with the diameter of 32mm are arranged around the steel casing, and the steel casing is correspondingly lengthened when being lengthened.
7. The method for constructing a deep-water bored pile for a thin overburden according to claim 6, wherein: the specific implementation manner of the step 6) is as follows: and (5) after the steel casing in the step 5) is accurately placed and positioned and the top is connected into a whole, pouring bottom-sealing embedded concrete according to an underwater concrete pouring method, wherein the pouring thickness of the embedded concrete is not less than 1.5m, and the guide pipe is continuously shaken up and down in the pouring process, so that the embedded concrete can overflow through the opening at the bottom of the casing and fill the gap between the guide hole and the casing.
8. The method for constructing a deep-water bored pile for a thin overburden according to claim 7, wherein: the specific implementation manner of the step 7) is as follows: after the bottom sealing embedded concrete is poured and finally set, filling broken stones along the peripheral outer wall of the protecting cylinder, and enabling the broken stones to fill the gaps between the protecting cylinder and the periphery of the guide hole and the gaps between the protecting cylinder and the covering layer; and (3) stirring the quick-hardening silicate cement mortar, estimating the grouting amount of each pipeline, and grouting the pipelines one by using a grouting pump to fill the crushed stone gaps filled around the outer wall of the casing with slurry.
9. The method for constructing a deep-water bored pile for a thin overburden according to claim 8, wherein: the specific implementation manner of the step 8) is as follows: welding a bearing bracket around the outer wall of the steel casing; after bottom sealing embedded concrete pouring and underwater grouting are finished for 7 days, the steel casing is used as a support, the hole guiding platform is integrally lifted, the hole guiding platform is separated from the floating platform, and a support point of the hole guiding platform is transferred to a bearing bracket of the steel casing; all the load of the hole guiding platform is transmitted to the steel casing through the bracket on the casing; and the hole guiding platform completes the conversion of a stress system and becomes a construction platform of the cast-in-situ bored pile.
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| CN202011382677.8A CN112538852A (en) | 2020-11-30 | 2020-11-30 | Construction method of deepwater bored pile for thin covering layer |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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