CN112502141A - Composite fender pile and construction method thereof - Google Patents
Composite fender pile and construction method thereof Download PDFInfo
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- CN112502141A CN112502141A CN202011143770.3A CN202011143770A CN112502141A CN 112502141 A CN112502141 A CN 112502141A CN 202011143770 A CN202011143770 A CN 202011143770A CN 112502141 A CN112502141 A CN 112502141A
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- 239000002131 composite material Substances 0.000 title claims abstract description 34
- 238000010276 construction Methods 0.000 title claims abstract description 33
- 238000005452 bending Methods 0.000 claims abstract description 63
- 239000002689 soil Substances 0.000 claims abstract description 47
- 239000011435 rock Substances 0.000 claims abstract description 19
- 238000000034 method Methods 0.000 claims description 15
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 230000002035 prolonged effect Effects 0.000 abstract description 5
- 229910000831 Steel Inorganic materials 0.000 description 10
- 239000010959 steel Substances 0.000 description 10
- 239000010410 layer Substances 0.000 description 6
- 238000005336 cracking Methods 0.000 description 5
- 238000005553 drilling Methods 0.000 description 5
- 239000011229 interlayer Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 239000010438 granite Substances 0.000 description 4
- 238000003825 pressing Methods 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D5/72—Pile shoes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B10/00—Drill bits
- E21B10/26—Drill bits with leading portion, i.e. drill bits with a pilot cutter; Drill bits for enlarging the borehole, e.g. reamers
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B17/00—Drilling rods or pipes; Flexible drill strings; Kellies; Drill collars; Sucker rods; Cables; Casings; Tubings
- E21B17/22—Rods or pipes with helical structure
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
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- Mechanical Engineering (AREA)
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- Geochemistry & Mineralogy (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a composite fender post and a construction method thereof. The composite fender pile comprises a tubular pile and a bending member. The tubular pile is provided with an inner cavity, and the bending component is connected with the tubular pile. The bending component comprises an extension part which is arranged below the pile bottom of the tubular pile and is used for being inserted into a hole below the tubular pile and connecting with soil. The construction method of the composite fender pile comprises the steps that a pipe pile is vertically arranged on the ground; digging a soil body below the tubular pile to form a hole in the soil body below the tubular pile, and sinking the tubular pile; when the depth of the hole reaches a preset elevation, the bending member is placed in the hole, and the part, located below the pile bottom of the tubular pile, of the bending member is inserted into the hole; and pouring concrete into the inner cavity of the tubular pile to connect the bending member to the tubular pile, and connecting the bending member below the bottom of the tubular pile to the inner wall of the hole. Therefore, the length of the tubular pile is prolonged, the embedding depth of the tubular pile is guaranteed, and the foundation pit can meet the requirements for stability and anti-overturning stability. In addition, the cost increase caused by changing the construction scheme because the pipe pile cannot be driven into the hard rock stratum can be avoided.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a composite fender pile and a construction method thereof.
Background
The foundation pit is a soil pit dug at the designed position of the foundation according to the elevation of the foundation and the plane size of the foundation. In order to ensure the safety of underground constructors and the surrounding environment of a foundation pit, a fender pile is generally adopted to support the foundation pit.
The precast tubular pile is a commonly used enclosure form for digging a foundation pit, has the advantages of low comprehensive cost, high construction speed, high pile forming quality, less material waste and less environmental pollution, and is widely applied to the fields of building engineering, water conservancy, electric power, highways and the like. However, in the construction process, the common precast tubular pile cannot be driven into a hard rock stratum, so that the stability and the anti-overturning stability of the precast tubular pile serving as a supporting structure cannot meet the safety requirements. In addition, due to the restriction of survey means, the existing survey technology is difficult to accurately expose the interlayer of the underground hard rock stratum, so that the common precast tubular pile is difficult to reach the preset elevation, the enclosure scheme of the foundation pit needs to be temporarily changed, and the problems of prolonged construction period and increased manufacturing cost are caused.
Disclosure of Invention
Based on the above, a composite fender pile and a construction method thereof are needed to be provided, which can ensure the embedding depth of the tubular pile, so that the foundation pit can meet the overall stability and the anti-overturning stability; in addition, the problem that the pipe pile cannot be driven into a hard rock stratum to change the construction scheme, so that the cost is increased can be solved.
A composite fender post, comprising:
the pipe pile is provided with an inner cavity; and
the bending member is connected to the tubular pile; the bending member comprises an extension part, the extension part is arranged below the pile bottom of the tubular pile, and the extension part is used for being inserted into a hole of a soil body below the tubular pile and connected with the soil body.
According to the composite fender pile, the bending member is arranged and connected to the tubular pile, and the extension part of the bending member is arranged below the pile bottom of the tubular pile, so that the length of the tubular pile can be effectively prolonged. When the hard rock stratum cannot be constructed, the soil body below the tubular pile is dug, the soil body below the tubular pile forms a hole, the extending part of the bent component is inserted into the hole, and therefore the embedding depth of the tubular pile can be guaranteed, and the foundation pit can meet the overall stability and the anti-overturning stability. Meanwhile, the problem that the length of the embedded tubular pile is difficult to guarantee when the tubular pile is applied to foundation pit supporting in places such as a hard interlayer and granite weathering balls due to the limitation of exploration precision can be solved. In addition, the problem that the pipe pile cannot be driven into a hard rock stratum to change the construction scheme, so that the cost is increased can be solved.
In one embodiment, the bending member further comprises a connecting part higher than the bottom of the tubular pile, and the connecting part is arranged in the inner cavity and connected to the tubular pile.
In one embodiment, the length of the connecting part is 2-5 times of the pipe diameter of the pipe pile, and the length of the connecting part is not less than 3 m.
In one embodiment, the inner cavity of the tubular pile is filled with concrete, and the concrete is filled in the gap between the inner wall of the tubular pile and the bending member and the gap between the bending member and the hole.
In one embodiment, the composite fender pile further comprises a pile shoe connected to the pile bottom of the tubular pile; the pile shoe comprises a pile shoe blade, and the vertical included angle of the pile shoe blade is 25-60 degrees.
A construction method of a composite fender post comprises the following steps:
the tubular pile is vertically arranged on the ground;
digging a soil body below the tubular pile to form a hole in the soil body below the tubular pile, and sinking the tubular pile;
when the depth of the hole reaches a preset elevation, the bending member is placed in the hole, and the part, located below the pile bottom of the tubular pile, of the bending member is inserted into the hole;
and pouring concrete into the inner cavity of the tubular pile to connect the bending member to the tubular pile, and connecting the bending member below the bottom of the tubular pile to the inner wall of the hole.
According to the construction method of the composite fender pile, when the hard rock stratum cannot be constructed, the length of the tubular pile can be effectively prolonged, the embedding depth of the tubular pile is ensured, and the overall stability and the anti-overturning stability of the foundation pit are met. Meanwhile, the problem that the length of the embedded tubular pile is difficult to guarantee when the tubular pile is applied to foundation pit supporting in places such as a hard interlayer and granite weathering balls due to the limitation of exploration precision can be solved. In addition, the problem that the pipe pile cannot be driven into a hard rock stratum to change the construction scheme, so that the cost is increased can be solved.
In one embodiment, in the step of placing the bending member into the hole when the depth of the hole reaches a predetermined elevation, the bending member is lifted, the bending member is placed into the inner cavity from the top of the tubular pile, the connecting part of the bending member is located in the inner cavity of the tubular pile, and the extending part is inserted into the hole.
In one embodiment, in the step of digging the soil below the tubular pile to form a hole in the soil below the tubular pile, and sinking the tubular pile, a hole is drilled in the soil below the tubular pile by using a hole expanding drill bit with a drill rod, so that the soil below the tubular pile forms a hole.
In one embodiment, before the step of vertically placing the pipe pile on the ground, the method further comprises the following steps:
arranging a pile shoe at the bottom of the tubular pile;
and lifting the tubular pile, inserting the hole expanding drill bit with the drill rod into the inner cavity of the tubular pile, and enabling the hole expanding drill bit to be positioned below the pile bottom of the tubular pile.
In one embodiment, in the step of digging the soil below the pipe pile to form a hole in the soil below the pipe pile, and sinking the pipe pile, if a hard rock stratum is encountered in the process of sinking the pipe pile, a down-the-hole hammer is hung down to the hole below the pipe pile, and the down-the-hole hammer is started to form the hole to a preset elevation.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
Fig. 1 is a schematic structural view of a composite fender post according to an embodiment of the invention;
FIG. 2 is a cross-sectional view A-A of the composite fender post shown in the figure;
fig. 3 is a schematic structural view of a pile shoe of an embodiment of the present invention installed on the bottom of a tubular pile;
fig. 4 is a schematic structural view of a reamer bit with a drill stem inserted into a tubular pile according to an embodiment of the present invention;
fig. 5 is a schematic structural view of the reamer bit with the drill rod shown in fig. 4 inserted into the bottom of the tubular pile;
fig. 6 is a schematic structural view of a down-the-hole hammer inserted into the bottom of a pipe pile according to an embodiment of the present invention;
fig. 7 is a flowchart of a construction method of a composite fender pile according to an embodiment of the invention.
Reference numerals:
10. a tubular pile; 11. an inner cavity; 12. pile bottom; 20. a flexural member; 21. an extension; 22. a connecting portion; 30. a pile shoe; 31. a shoe blade; 40. concrete; 50. a hole expanding drill bit; 51. a drill stem; 60. a down-the-hole hammer.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein.
Referring to fig. 1, fig. 1 shows a schematic structural diagram of a composite fender post according to an embodiment of the invention. The composite fender pile provided by the embodiment of the invention comprises a tubular pile 10 and a bent member 20. The tube pile 10 has an inner cavity 11, and the bending member 20 is connected to the tube pile 10. The bending member 20 comprises an extension part 21, the extension part 21 is arranged below the pile bottom 12 of the tubular pile 10, and the extension part 21 is used for being inserted into a hole of soil below the tubular pile 10 and connected with the soil.
In the composite fender pile, the bending member 20 is arranged, the bending member 20 is connected to the tubular pile 10, and the extension part 21 of the bending member 20 is arranged below the pile bottom 12 of the tubular pile 10, so that the length of the tubular pile 10 can be effectively extended. When the hard rock layer cannot be constructed, the soil body below the tubular pile 10 is dug, a hole is formed in the soil body below the tubular pile 10, the extending part 21 of the bending member 20 is inserted into the hole, and therefore the embedding depth of the tubular pile 10 can be guaranteed, and the foundation pit can meet the overall stability and the anti-overturning stability. Meanwhile, the problem that the length of the embedded tubular pile 10 cannot be guaranteed when the tubular pile 10 is applied to foundation pit supporting in places such as a hard interlayer and granite weathering balls due to the limitation of exploration precision can be solved. In addition, the problem of cost increase caused by the fact that the pipe pile 10 cannot be driven into a hard rock stratum and a construction scheme cannot be changed can be solved.
In one embodiment, referring to FIG. 2, FIG. 2 illustrates a cross-sectional view along A-A of the composite fender of FIG. 1. The bending member 20 further comprises a connecting part 22 higher than the pile bottom 12 of the tubular pile 10. The connecting part 22 is arranged in the inner cavity 11 of the tubular pile 10 and connected to the tubular pile 10. In this way, the bending member 20 is connected to the tubular pile 10 through the connecting portion 22, so that the extending portion 21 of the bending member 20 can be stably disposed below the pile bottom 12 of the tubular pile 10, the embedding depth of the tubular pile 10 is ensured, and the overall stability and the anti-overturning stability of the foundation pit are satisfied. In addition, the connecting portion 22 of the bent member 20 not only plays a role of connection, but also can bear the bending moment of the tubular pile 10, and ensure the bearing capacity of the extending portion 21 of the bent member 20, thereby effectively avoiding the phenomena of cracking, damage and the like of the tubular pile 10.
Further, referring to fig. 1, the length L of the connection part 22 is 2 to 5 times of the tube diameter of the tube pile 10, and the length of the connection part 22 is not less than 3 m. The length L of the connecting portion 22 is the distance from the position of the flexural member 20 at the pile bottom 12 of the tubular pile 10 to the top of the flexural member 20. Thus, the bearing capacity of the extension part 21 of the bending member 20 can be effectively ensured, and the phenomena of cracking, breakage and the like of the tubular pile 10 can be effectively avoided.
In one embodiment, referring to fig. 1 and 2, the flexural member 20 is a steel section. Alternatively, the section steel is circular, H-shaped, or the like. The section steel is used as the bending member 20 of the composite fender pile, so that the section steel with different sizes and shapes can be conveniently selected according to the pipe diameters of different pipe piles 10. And, the intensity of shaped steel is high, and its bending resistance is strong, inserts this compound fender post in the soil body of tubular pile 10 below for the foundation ditch satisfies overall stability and antidumping stability. In addition, the section steel is adopted as the bending member 20 of the composite fender pile, so that the construction is convenient. Of course, the flexural member 20 is not limited to the steel section, and the flexural member 20 may be another structure having a large bending strength.
In the present embodiment, referring to fig. 1 and 2, the flexural member 20 is a section steel, and the section steel is a circular shape. Thus, the bending member 20 can be conveniently inserted into the inner cavity 11 of the tubular pile 10, and the stress is definite.
In one embodiment, referring to fig. 1 and 2, the inner cavity 11 of the pipe pile 10 is filled with concrete 40, and the concrete 40 fills the gap between the inner wall of the pipe pile 10 and the bent member 20 and the gap between the bent member 20 and the hole. It should be noted that the concrete 40 should densely fill the gap between the inner wall of the tubular pile 10 and the curved member 20 and the gap between the curved member 20 and the hole, so that the tubular pile 10, the curved member 20 and the soil body are effectively connected into a common stressed whole, thereby ensuring the mechanical properties of the extension portion 21 of the curved member 20.
Specifically, the concrete 40 should not be lower than the strength grade of C40, and the slump not lower than 220, so as to ensure that the poured concrete 40 has higher strength and workability.
Further, the casting range of the concrete 40 should be not less than 0.5m higher than the top of the flexural member 20. Therefore, the bending member 20 can be firmly connected to the tubular pile 10, the extension part 21 of the bending member 20 is ensured to have better bearing capacity, and the phenomena of cracking, breakage and the like of the tubular pile 10 are avoided.
In one embodiment, referring to fig. 1, the composite fender pile further comprises a pile shoe 30, and the pile shoe 30 is connected to the pile bottom 12 of the tubular pile 10. Specifically, the shoe 30 is made of a 10mm thick steel plate by full welding, and the shoe 30 is welded to the pile bottom 12 of the tubular pile 10. In this way, the pile shoe 30 plays a role of guiding and blocking during the sinking construction of the tubular pile 10. Specifically, the pile shoe 30 can take the tubular pile 10 into the hole, avoiding damage to the tubular pile 10 and inclination of the tubular pile 10, so that the tubular pile 10 can better enter the hole.
Further, referring to fig. 1 and 3, fig. 3 is a schematic structural diagram illustrating that a pile shoe according to an embodiment of the present invention is mounted on the bottom of a tubular pile. The pile shoe 30 comprises a pile shoe blade 31, and the vertical included angle of the pile shoe blade 31 is 25-60 degrees. Thus, in the sinking process of the tubular pile 10, the pile shoe 30 can better guide the tubular pile 10 into the hole, further avoid damaging the tubular pile 10 and preventing the tubular pile 10 from inclining, so that the tubular pile 10 can better enter the hole.
Referring to fig. 1 and 7, a construction method of a composite fender pile according to an embodiment of the present invention includes the following steps:
and S30, vertically placing the tubular pile 10 on the ground.
S40, digging the soil below the pipe pile 10 to form a hole in the soil below the pipe pile 10, and sinking the pipe pile 10.
And S50, when the depth of the hole reaches a preset elevation, inserting the bending member 20, and inserting the part of the bending member 20 below the pile bottom 12 of the tubular pile 10 into the hole.
S60, pouring concrete 40 into the inner cavity 11 of the tubular pile 10, so that the bending member 20 is connected to the tubular pile 10, and the bending member 20 located below the bottom of the tubular pile is connected to the inner wall of the hole.
Specifically, concrete 40 is poured into the inner cavity 11 of the tubular pile 10, and the concrete 40 densely fills the gap between the inner wall of the precast tubular pile 10 and the bent member 20 and the gap between the bent member 20 and the hole, so that the tubular pile 10, the bent member 20 and the soil body are effectively connected into a whole which is stressed together, and the mechanical property of the extension part 21 is ensured. More specifically, the concrete 40 should have a strength grade not lower than C40 and a slump value not lower than 220, so as to ensure that the poured concrete 40 has high strength and workability.
According to the construction method of the composite fender pile, when the hard rock stratum cannot be constructed, the length of the tubular pile 10 can be effectively prolonged, the embedding depth of the tubular pile 10 is ensured, and the integral stability and the anti-overturning stability of the foundation pit are met. Meanwhile, the problem that the length of the embedded tubular pile 10 cannot be guaranteed when the tubular pile 10 is applied to foundation pit supporting in places such as a hard interlayer and granite weathering balls due to the limitation of exploration precision can be solved. In addition, the problem of cost increase caused by the fact that the pipe pile 10 cannot be driven into a hard rock stratum and a construction scheme cannot be changed can be solved.
In one embodiment, in the step S50 of inserting the portion of the flexural member 20 under the pile bottom 12 of the tubular pile 10 into the hole when the depth of the hole reaches the predetermined level, lifting the flexural member 20, placing the flexural member 20 into the inner cavity 11 from the top of the tubular pile 10, placing the connection portion 22 of the flexural member 20 into the inner cavity 11 of the tubular pile 10, and inserting the extension portion 21 into the hole. Thus, the length of the tubular pile 10 is effectively extended, and the embedding depth of the tubular pile 10 is ensured. Meanwhile, the construction method of the composite fender post is simpler and is easy to operate. In addition, the extension part 21 of the bending member 20 is inserted into the hole, and the connecting part 22 is located in the inner cavity 11 of the tubular pile 10, so that the connecting part 22 can bear the bending moment of the tubular pile 10, and the bearing capacity of the extension part 21 of the bending member 20 is ensured, thereby effectively avoiding the phenomena of cracking, breakage and the like of the tubular pile 10.
Further, referring to fig. 1, the length L of the connection part 22 is 2 to 5 times of the tube diameter of the tube pile 10, and the length of the connection part 22 is not less than 3 m. The length L of the connecting portion 22 is the distance from the position of the flexural member 20 at the pile bottom 12 of the tubular pile 10 to the top of the flexural member 20. Thus, the bearing capacity of the extension part 21 of the bending member 20 can be effectively ensured, and the phenomena of cracking, breakage and the like of the tubular pile 10 can be effectively avoided.
In one embodiment, referring to fig. 4 and 5, fig. 4 shows a schematic structural diagram of a reamer head with a drill rod inserted into a tubular pile according to an embodiment of the present invention, and fig. 5 shows a schematic structural diagram of a reamer head with a drill rod inserted into the bottom of a tubular pile shown in fig. 4. In step S40 of digging the soil below the tubular pile 10 to form a hole in the soil below the tubular pile 10, and sinking the tubular pile 10, a hole-expanding drill 50 with a drill rod 51 is used to drill the soil below the tubular pile 10 to form a hole in the soil below the tubular pile 10. Optionally, the drill pipe 51 is an auger pipe. It should be understood that the hole drilled by the reamer bit 50 is matched with the size of the tubular pile 10, so that the tubular pile 10 is sunk into the hole, and the tubular pile 10 has a certain embedding depth. After the tubular pile 10 is vertically arranged on the ground, the hole expanding drill 50 is started, and the hole expanding drill 50 performs drilling movement into the soil body. When the reamer head 50 is drilled to the desired predetermined height, the drilling movement of the reamer head 50 is stopped. Wherein, if necessary, the tubular pile 10 and the drill rod 51 can be lengthened correspondingly, so as to ensure that the tubular pile 10 can sink.
Specifically, the reamer bit 50 with the drill stem 51 is in a casing-while-drilling manner. Specifically, while the hole expanding drill 50 drills a hole, the tubular pile 10 is pressed down, so that the tubular pile 10 sinks into the hole to play a role of protecting the wall of the hole opening. Alternatively, the method of pressing down the tube pile 10 includes, but is not limited to, hammering method, static pressure method. The method of pressing down the tube pile 10 is common and will not be described in detail. Alternatively, it is also possible that the drill rod 51 drives the tubular pile 10 to sink into the hole while the reamer head 50 drills the hole.
In one embodiment, referring to fig. 4 and 5, before the step S30 of vertically placing the tube pile 10 on the ground, the method further includes the following steps: and S20, lifting the tubular pile 10, inserting the reamer bit 50 with the drill rod 51 into the inner cavity 11 of the tubular pile 10, and enabling the reamer bit 50 to be located below the pile bottom 12 of the tubular pile 10. Therefore, the soil body below the tubular pile 10 can be dug by the reaming bit 50 to form a hole, so that the tubular pile 10 is conveniently pressed and inserted into the hole, and the construction operation is simple.
In one embodiment, before the step S20 of lifting the tubular pile 10, inserting the reamer head 50 with the drill rod 51 into the inner cavity 11 of the tubular pile 10, and positioning the reamer head 50 below the pile bottom 12 of the tubular pile 10, the method further comprises the following steps: s10, the pile shoe 30 is placed on the pile bottom 12 of the tubular pile 10. Specifically, the shoe 30 is welded to the pile bottom 12 of the tubular pile 10. In this way, the pile shoe 30 plays a role of guiding and blocking during the sinking construction of the tubular pile 10. Specifically, the pile shoe 30 can take the tubular pile 10 into the hole, avoiding damage to the tubular pile 10 and inclination of the tubular pile 10, so that the tubular pile 10 can better enter the hole.
In one embodiment, referring to fig. 5 and 6, fig. 6 shows a schematic structural view of a down-the-hole hammer inserted into the bottom of a pipe pile according to an embodiment of the present invention. In step S40, the soil below the tubular pile 10 is dug out to form a hole in the soil below the tubular pile 10, and the tubular pile 10 is sunk, if a hard rock stratum is encountered during sinking of the tubular pile 10, the down-the-hole hammer 60 is hung down to the hole below the tubular pile 10, and the down-the-hole hammer 60 is started to form a hole to a predetermined elevation. It should be noted that, during the construction of the down-the-hole hammer 60, relevant parameters of the air compressor, the impactor and the drill bit attached to the down-the-hole hammer 60 should be reasonably selected, and the down-the-hole hammer 60 is lifted up after the hole formation is completed. In the process of soil layer drilling construction, if a hard rock layer is encountered, the hole expanding drill bit 50 is adopted for drilling construction, so that the hole expanding drill bit 50 and the drill rod 51 cannot be pulled out of the inner cavity 11 of the tubular pile 10, and the risk of pile forming accidents exists. In the embodiment, if a hard rock layer is encountered, the down-the-hole hammer 60 is used to replace the reamer bit 50 to perform hole forming construction in the hard rock layer, so that the hole forming quality and the hole forming efficiency can be improved while the construction safety is ensured.
It should be noted that the hole formation at the lower part of the tubular pile 10 by using the down-the-hole hammer 60 results in the diameter of the formed hole being smaller than the inner diameter of the tubular pile 10, which results in that the composite fender pile is a reducing pile as a whole after the bending member 20 is inserted and the concrete 40 is poured. Due to the particularity of the composite fender pile, the bending moment of the upper part is larger, and the bending moment of the lower part is smaller, so that the bending moment can be effectively resisted by adopting a smaller pile diameter.
Specifically, in this embodiment, a hole-expanding drill 50 with a drill rod 51 is used to dig the soil below the tubular pile 10, so that a hole is formed in the soil below the tubular pile 10, and the tubular pile 10 is lowered. When the tubular pile 10 is not pressed down to the predetermined elevation, the construction speed of the reamer head 50 is slow and it is difficult to continue pressing down due to the formation condition limitation, for example, when hard rock is encountered, at this time, the tubular pile 10 is stopped from being pressed down, and the operation of the reamer head 50 is stopped. The drill rod 51 and the reamer bit 50 are lifted, and the down-the-hole hammer 60 is lifted down to the inner cavity 11 of the tubular pile 10. Starting the down-the-hole hammer 60, and forming the hole by the down-the-hole hammer 60 to a preset elevation; after the hole is formed, the down-the-hole hammer 60 is lifted. If the size of the hole does not reach the preset elevation after the down-the-hole hammer 60 forms the hole, the hole expanding drill bit 50 with the drill rod 51 is hung down, and the hole expanding drill bit 50 is adopted to continuously dig and take the soil layer below the tubular pile 10 until the final preset elevation is reached.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be considered limiting of the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
It will be understood that when an element is referred to as being "secured to" or "disposed 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," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.
The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (10)
1. A composite fender post, characterized in that it comprises:
the pipe pile is provided with an inner cavity; and
the bending member is connected to the tubular pile; the bending member comprises an extension part, the extension part is arranged below the pile bottom of the tubular pile, and the extension part is used for being inserted into a hole of a soil body below the tubular pile and connected with the soil body.
2. The composite fender pile of claim 1, wherein the bending member further comprises a connecting portion higher than the pile bottom of the tubular pile, and the connecting portion is disposed in the inner cavity and connected to the tubular pile.
3. The composite fender pile of claim 2, wherein the length of the connecting portion is 2-5 times of the pipe diameter of the pipe pile, and the length of the connecting portion is not less than 3 m.
4. The composite fender pile of claim 1, wherein concrete is poured into the inner cavity of the tubular pile, and the concrete is filled in a gap between the inner wall of the tubular pile and the bent member and a gap between the bent member and the hole.
5. The composite fender of claim 1, further comprising a pile shoe connected to a pile bottom of the tubular pile;
the pile shoe comprises a pile shoe blade, and the vertical included angle of the pile shoe blade is 25-60 degrees.
6. A construction method of a composite fender post is characterized by comprising the following steps:
the tubular pile is vertically arranged on the ground;
digging a soil body below the tubular pile to form a hole in the soil body below the tubular pile, and sinking the tubular pile;
when the depth of the hole reaches a preset elevation, the bending member is placed in the hole, and the part, located below the pile bottom of the tubular pile, of the bending member is inserted into the hole;
and pouring concrete into the inner cavity of the tubular pile to connect the bending member to the tubular pile, and connecting the bending member below the bottom of the tubular pile to the inner wall of the hole.
7. The method of claim 6, wherein the bending member is lifted in the step of inserting the portion of the bending member located under the bottom of the tubular pile into the hole when the depth of the hole reaches a predetermined level, the bending member is placed into the inner cavity from the top of the tubular pile, the connecting portion of the bending member is located in the inner cavity of the tubular pile, and the extending portion is inserted into the hole.
8. The method of claim 6, wherein in the step of digging the soil below the tubular pile to form a hole in the soil below the tubular pile, and sinking the tubular pile, a hole-enlarging drill with a drill rod is used to drill the soil below the tubular pile to form a hole in the soil below the tubular pile.
9. The construction method of a composite fender pile according to claim 8, characterized in that before the step of vertically placing the pipe pile on the ground, the method further comprises the following steps:
arranging a pile shoe at the bottom of the tubular pile;
and lifting the tubular pile, inserting the hole expanding drill bit with the drill rod into the inner cavity of the tubular pile, and enabling the hole expanding drill bit to be positioned below the pile bottom of the tubular pile.
10. The method of claim 6, wherein in the step of digging the soil below the pile to form a hole in the soil below the pile and sinking the pile, if a hard rock formation is encountered during sinking the pile, the down-the-hole hammer is suspended to the hole below the pile, and the down-the-hole hammer is started to form a hole to a predetermined elevation.
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| CN202011143770.3A CN112502141A (en) | 2020-10-23 | 2020-10-23 | Composite fender pile and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011143770.3A CN112502141A (en) | 2020-10-23 | 2020-10-23 | Composite fender pile and construction method thereof |
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| CN112502141A true CN112502141A (en) | 2021-03-16 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1458346A (en) * | 2003-04-30 | 2003-11-26 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| CN101122131A (en) * | 2007-08-14 | 2008-02-13 | 蓝冰 | Foundation pit supporting pile using pipe casting pile embedding in rock |
| CN102966111A (en) * | 2012-12-13 | 2013-03-13 | 中铁上海工程局第二工程有限公司 | Construction method for anchoring steel pipe pile on steep bare rock without covering layer in deep water and rapids |
| CN203625893U (en) * | 2013-12-23 | 2014-06-04 | 青岛业高建设工程有限公司 | Rock-embedded cast-in-place pile |
| CN205822226U (en) * | 2016-07-25 | 2016-12-21 | 福建永福电力设计股份有限公司 | A kind of offshore wind power foundation stanchion structure |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1458346A (en) * | 2003-04-30 | 2003-11-26 | 立基工程有限公司 | Rock engaged combined pile and its construction method |
| CN101122131A (en) * | 2007-08-14 | 2008-02-13 | 蓝冰 | Foundation pit supporting pile using pipe casting pile embedding in rock |
| CN102966111A (en) * | 2012-12-13 | 2013-03-13 | 中铁上海工程局第二工程有限公司 | Construction method for anchoring steel pipe pile on steep bare rock without covering layer in deep water and rapids |
| CN203625893U (en) * | 2013-12-23 | 2014-06-04 | 青岛业高建设工程有限公司 | Rock-embedded cast-in-place pile |
| CN205822226U (en) * | 2016-07-25 | 2016-12-21 | 福建永福电力设计股份有限公司 | A kind of offshore wind power foundation stanchion structure |
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Address after: 5103-5103 TIYU East Road, Guangzhou City, Guangdong Province Applicant after: Guangzhou Design Institute Group Co.,Ltd. Address before: 5103-5103 TIYU East Road, Guangzhou City, Guangdong Province Applicant before: GUANGZHOU DESIGN INSTITUTE |
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Application publication date: 20210316 |