CN112227365A - Embedding method of precast tubular pile - Google Patents
Embedding method of precast tubular pile Download PDFInfo
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- CN112227365A CN112227365A CN202011186425.8A CN202011186425A CN112227365A CN 112227365 A CN112227365 A CN 112227365A CN 202011186425 A CN202011186425 A CN 202011186425A CN 112227365 A CN112227365 A CN 112227365A
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- 238000000034 method Methods 0.000 title claims abstract description 40
- 239000002002 slurry Substances 0.000 claims abstract description 34
- 230000003068 static effect Effects 0.000 claims abstract description 29
- 238000001125 extrusion Methods 0.000 claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 7
- 238000007789 sealing Methods 0.000 claims description 14
- 210000000078 claw Anatomy 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 9
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 2
- 239000004973 liquid crystal related substance Substances 0.000 claims 1
- 229910000831 Steel Inorganic materials 0.000 description 33
- 239000010959 steel Substances 0.000 description 33
- 230000005540 biological transmission Effects 0.000 description 17
- 239000011440 grout Substances 0.000 description 16
- 238000010276 construction Methods 0.000 description 9
- 239000004567 concrete Substances 0.000 description 7
- 238000002347 injection Methods 0.000 description 7
- 239000007924 injection Substances 0.000 description 7
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000012545 processing Methods 0.000 description 4
- 238000012546 transfer Methods 0.000 description 3
- 230000008878 coupling Effects 0.000 description 2
- 238000010168 coupling process Methods 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
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- 239000000243 solution Substances 0.000 description 2
- NINIDFKCEFEMDL-UHFFFAOYSA-N Sulfur Chemical compound [S] NINIDFKCEFEMDL-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
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- 238000003825 pressing Methods 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 239000013055 pulp slurry Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
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- 239000000126 substance Substances 0.000 description 1
- 229910052717 sulfur Inorganic materials 0.000 description 1
- 239000011593 sulfur Substances 0.000 description 1
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Classifications
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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
- E02D7/20—Placing by pressure or pulling power
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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
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
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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
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
Abstract
The invention discloses a method for burying a precast tubular pile, and belongs to the technical field of building structures. The invention discloses a precast tubular pile burying method, which comprises the steps of connecting an upper section of tubular pile, a lower section of tubular pile and a joint into a precast tubular pile, and then sinking the precast tubular pile into the natural ground to a designed elevation by adopting a static pressure or hammering method; injecting slurry into a grouting chamber of the joint through a grouting pipe connected with the joint, extruding the slurry out of an extrusion hole in the joint, and extruding the slurry into soil around the joint; and finally, the slurry extruded from the grouting chamber diffuses to the periphery and is solidified to form an expanded head, so that the pressure bearing performance and the pulling resistance of the precast tubular pile are improved while the connection strength of the precast tubular pile joint is improved.
Description
Technical Field
The invention relates to the technical field of building structures, in particular to a method for burying a precast tubular pile.
Background
Precast pipe piles refer to pipe piles made at or near a construction site, generally of a concrete structure, or a steel structure, or a wooden structure. The construction field of Chinese buildings adopts more precast piles, mainly including concrete precast tubular piles and steel pipe piles. The concrete precast pile can bear larger load, is firm and durable, has high construction speed, is one of pile types widely applied, has larger influence on the surrounding environment in the construction process, and is commonly used as a concrete solid square pile and a prestressed concrete hollow tubular pile. The steel pile mainly comprises a steel pipe pile and an H-shaped steel pile.
In the related field, pile sinking methods mainly include a hammering method, a static pile pressing method, a vibration method and the like, and after the precast tubular pile is sunk to a preset bearing layer, grouting is usually performed to form an enlarged head between the precast tube and the bearing layer, so that the single-pile bearing capacity and the pulling-resistant bearing capacity of the precast tubular pile are enhanced. For example, chinese patent application No. 2011103821069 discloses a slip casting type micro steel pipe pile, which includes a steel pipe, a plurality of spaced slurry outlet groups are axially disposed on a side wall of the steel pipe, and a rubber sealing ring is sleeved outside each slurry outlet group. Each slurry outlet hole group consists of a plurality of slurry outlet holes which are uniformly distributed on the same horizontal plane.
In addition, when the pre-buried pipe pile needs a long length, the common method is to splice two or more sections of precast pipe piles for use. For example, chinese patent application No. 2016101038166 discloses a prefabricated tubular pile concave-convex joint, wherein two symmetrical concave parts are arranged on the pipe wall of the prefabricated upper tubular pile pipe orifice, two symmetrical convex parts are arranged on the pipe wall of the prefabricated lower tubular pile pipe orifice, and the two concave parts are matched with the two convex parts; sealing plates are arranged in the upper prefabricated pipe pile and the lower prefabricated pipe pile, and extrusion holes are formed in the pipe wall between the sealing plates and the pipe orifice; the joint of the pipe openings of the prefabricated upper pipe pile and the prefabricated lower pipe pile is provided with the corresponding threaded hole and the corresponding screw rod, so that high-strength concrete mortar pulp slurry can be injected between the columns from the grouting port after the upper pipe pile and the lower pipe pile are in threaded connection, and the strength of the connecting joint of the upper pipe pile and the lower pipe pile is improved.
However, for the spliced precast tubular pile, in order to improve the strength of the connection node, structures such as the seal plates arranged at the joints of the spliced precast tubular pile hinder grouting at the bottom end of the precast tubular pile; because the whole length of the prefabricated pipe pile of concatenation formula is longer, and the required pressure-bearing strength of the joint department is very high, therefore can not directly set up on the tubular pile lateral wall of joint department top and extrude the hole to directly to the hollow structure of tubular pile in-filling thick liquids in order to further improve the pressure-bearing burden of joint.
Disclosure of Invention
1. Technical problem to be solved by the invention
The invention aims to overcome the defect of low strength of the joint of a spliced precast tubular pile in the prior art, and provides a method for burying a precast tubular pile, which aims to extrude slurry in a grouting chamber of a joint to form an expanded head and improve the pulling resistance and the pressure bearing performance of the precast tubular pile.
2. Technical scheme
In order to achieve the purpose, the technical scheme provided by the invention is as follows:
the invention relates to a burying method of a precast tubular pile, which comprises the following stages,
pile sinking stage: sinking the lower tube pile into the natural ground, and then connecting the upper tube pile with the lower tube pile through a joint; after the upper section of pipe pile, the joint and the lower section of pipe pile are formed into a precast pipe pile, sinking the precast pipe pile to a designed elevation by adopting a static pressure or hammering method;
grouting stage: injecting slurry into a grouting chamber of the joint through a grouting pipe connected with the joint, and then extruding the slurry out of an extrusion hole in the joint and into soil around the joint;
pile forming stage: and the slurry extruded from the grouting chamber is diffused to the periphery and is solidified to form an expanded head.
Further, the pile sinking stage comprises the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting a lower end plate of a joint with the upper end surface of a lower section of tubular pile through a connecting bolt;
step 1.3, connecting the grouting pipe with an upper end plate of a joint;
step 1.4, hoisting an upper section of pipe pile to a position corresponding to a joint, and then sleeving the upper section of pipe pile on a grouting pipe and aligning the upper section of pipe pile with a lower section of pipe pile; connecting an upper end plate of the joint with the lower end surface of the upper section of tubular pile through a connecting bolt;
and step 1.5, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section of tubular pile, the lower section of tubular pile and the joint into the natural ground, and stopping sinking the pile after the lower end surface of the lower section of tubular pile reaches the designed elevation.
Further, the pile sinking stage comprises the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting the bottom end of a grouting pipe with a second grouting hole of a connecting plate, then inserting the upper end of the grouting pipe from the lower end face of an upper section of tubular pile, and connecting the grouting pipe with the upper section of tubular pile through a connecting bolt matched with a first connecting hole and a third connecting hole;
step 1.3, after the upper section of pipe pile is lifted to the position corresponding to the lower section of pipe pile, separating the connecting plate from the upper section of pipe pile, and then connecting the bottom end of the grouting pipe with the first grouting hole;
step 1.4, connecting the upper-section tubular pile, the lower-section tubular pile and the joint by utilizing a connecting bolt to penetrate through the first connecting hole and the third connecting hole and then connecting the upper-section tubular pile, the lower-section tubular pile and the joint;
and step 1.5, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section of tubular pile, the lower section of tubular pile and the joint into the natural ground, and stopping sinking the pile after the lower end of the lower section of tubular pile reaches the designed elevation.
Further, in the step 1.3, after the connecting plate is separated from the upper section of the tubular pile, the connecting plate is taken down; in the step 1.4, the grouting pipe is directly connected to the first grouting hole, and the grouting pipe is connected with the upper section of tubular pile after penetrating through the first connecting hole through the connecting bolt, so that the connection of the upper section of tubular pile, the lower section of tubular pile and the joint is completed.
Further, the step 1.3 and the step 1.4 are replaced by,
after the upper section of tubular pile is hoisted to the position corresponding to the lower section of tubular pile, the upper section of tubular pile is directly rotated to connect the grouting pipe with the first grouting hole, and the upper section of tubular pile, the lower section of tubular pile and the joint are connected through the connecting bolt.
Further, the pile sinking stage comprises the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting the joint with the lower tube pile, then hoisting the upper tube pile to the position corresponding to the lower tube pile, and connecting the upper tube pile with the joint;
step 1.3, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section tubular pile, the lower section tubular pile and the joint into the natural ground, and stopping pile sinking after the lower end of the lower section tubular pile reaches the designed elevation;
and step 1.4, inserting the bottom end of the grouting pipe from the upper end face of the upper section of tubular pile, and connecting the bottom end of the grouting pipe with the upper end plate of the joint.
Further, in step 1.4, the process of connecting the bottom end of the grouting pipe and the upper end plate of the joint is as follows:
after the grouting pipe is inserted into the first grouting hole in the upper end plate, the clamping jaw on the wall of the first grouting hole is pressed by the bottom end of the connecting piece of the grouting pipe to be subjected to yielding deformation; when the bottom end of the connecting piece continues to be pressed downwards and loses contact with the clamping jaws, the clamping jaws recover to deform by means of elasticity of the clamping jaws and are clamped in the clamping grooves of the connecting piece, and therefore the connection of the grouting pipe and the joint is completed.
Further, in step 1.4, the process of connecting the bottom end of the grouting pipe and the upper end plate of the joint is as follows:
after the grouting pipe is inserted into a first grouting hole in the upper end plate, a clamping ring on a connecting piece of the grouting pipe is contacted with a clamping jaw on the wall of the first grouting hole and is stopped under the blocking of the clamping jaw; then, rotating the grouting pipe to enable the clamping jaw to correspond to the notch on the clamping ring, and continuously inserting the grouting pipe to enable the clamping jaw to enter the clamping groove; after that, the grouting pipe is rotated again to shift the claw from the notch position.
Further, in step 1.4, the process of connecting the bottom end of the grouting pipe and the upper end plate of the joint is as follows:
after the grouting pipe is inserted into the first grouting hole in the upper end plate, the sealing ring on the connecting piece of the grouting pipe is clamped between the two convex ribs on the wall of the first grouting hole, and the connection between the grouting pipe and the joint is completed in a shape matching manner;
alternatively, the first and second electrodes may be,
after the grouting pipe is inserted into the first grouting hole in the upper end plate, the convex rib on the wall of the first grouting hole is clamped between the two sealing rings on the connecting piece of the grouting pipe, and the grouting pipe is connected with the joint in a shape matching mode.
Further, the pile sinking stage comprises the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting the joint with the lower tube pile, then hoisting the upper tube pile to the position corresponding to the lower tube pile, and connecting the upper tube pile with the joint; meanwhile, the bottom end of the grouting pipe positioned in the side wall of the upper section of tubular pile penetrates out of the side wall and is inserted into the first grouting hole to complete connection;
and step 1.3, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section of tubular pile, the lower section of tubular pile and the joint into the natural ground, and stopping sinking the pile after the lower end surface of the lower section of tubular pile reaches the designed elevation.
3. Advantageous effects
Compared with the prior art, the technical scheme provided by the invention has the following beneficial effects:
(1) the invention discloses a precast tubular pile burying method, which comprises the steps of connecting an upper section of tubular pile, a lower section of tubular pile and a joint into a precast tubular pile, and then sinking the precast tubular pile into the natural ground to a designed elevation by adopting a static pressure or hammering method; injecting slurry into a grouting chamber of the joint through a grouting pipe connected with the joint, extruding the slurry out of an extrusion hole in the joint, and extruding the slurry into soil around the joint; and finally, the slurry extruded from the grouting chamber diffuses to the periphery and is solidified to form an expanded head, so that the pressure bearing performance and the pulling resistance of the precast tubular pile are improved while the connection strength of the precast tubular pile joint is improved.
(2) According to the invention, the grouting pipe is connected with the upper section of tubular pile, and the bottom end of the upper section of tubular pile is prevented from being hoisted to the position above the upper end of the grouting pipe after the grouting pipe is connected with the lower section of tubular pile by synchronously hoisting the grouting pipe and the upper section of tubular pile to the position corresponding to the lower section of tubular pile, so that the construction difficulty can be reduced, and the efficiency of embedding the precast tubular pile is improved.
(3) In the invention, when the grouting pipe is connected with the joint in a buckling connection, interference connection, expansion connection and other modes, the upper section of tubular pile can be connected with the joint and driven into a designed elevation, and then the grouting pipe is connected with the joint, so that the connection is more convenient; meanwhile, the upper section of tubular pile can be prevented from being lifted, and the construction difficulty is reduced.
Drawings
Fig. 1 is a schematic structural diagram of a spliced precast tubular pile of the present invention;
FIG. 2 is a schematic structural view of a joint of the present invention;
FIG. 3 is a schematic structural view of an upper end plate according to the present invention;
FIG. 4 is a schematic structural view of a force-transmitting steel tube according to the present invention;
FIG. 5 is a schematic view of the pile sinking process of the spliced precast tubular pile of the present invention;
FIG. 6 is a schematic structural view of a connecting plate according to the present invention;
FIG. 7 is a schematic view of the structure of the connector of the present invention;
FIG. 8 is a schematic structural diagram of a limiting element according to the present invention;
FIG. 9 is a schematic view of the engagement of the radial pawl and the slot of the present invention;
FIG. 10 is a schematic view of the engagement of the snap ring and the pawl of the present invention;
FIG. 11 is a schematic view of the engagement between the sealing ring and the rib according to the present invention;
FIG. 12 is a schematic view of the combination of the grouting pipe and the first grouting hole in the present invention;
FIG. 13 is a schematic structural view of a confluence pipe in accordance with the present invention;
FIG. 14 is a schematic view showing the connection between the grouting pipe and the joint according to the present invention;
FIG. 15 is a schematic view of a structure of the joint with the projections according to the present invention.
The reference numerals in the schematic drawings illustrate: 100. an upper section of tubular pile; 110. a connecting plate; 111. a third connection hole; 200. lower section of tubular pile; 300. a joint; 310. an upper end plate; 311. a first connection hole; 320. a lower end plate; 321. a second connection hole; 330. a force transmission steel pipe; 331. an extrusion orifice; 332. a first grouting hole; 333. reinforcing ribs; 334. a claw; 335. a rib is protruded; 336. a projection; 400. a grouting pipe; 410. a connecting member; 411. a card slot; 412. clamping into the inclined plane; 413. a snap ring; 414. a notch; 420. a seal ring; 430. a limiting member; 440. a confluence pipe.
Detailed Description
For a further understanding of the invention, reference should be made to the following detailed description taken in conjunction with the accompanying drawings and examples.
The structure, proportion, size and the like shown in the drawings are only used for matching with the content disclosed in the specification, so that the person skilled in the art can understand and read the description, and the description is not used for limiting the limit condition of the implementation of the invention, so the method has no technical essence, and any structural modification, proportion relation change or size adjustment still falls within the scope of the technical content disclosed by the invention without affecting the effect and the achievable purpose of the invention. In addition, the terms "upper", "lower", "left", "right" and "middle" used in the present specification are for clarity of description, and are not intended to limit the scope of the present invention, and the relative relationship between the terms and the relative positions may be changed or adjusted without substantial technical changes.
In some application scenarios, the length requirement of the prefabricated pipe pile may reach more than 15m, and the length of a single-section pipe pile is generally about 10m, so that the two single-section pipe piles are spliced to be used in a common way. However, when the length of the pipe pile is long, the requirements on the pressure-bearing performance and the connection strength of the joint are high, and the connection methods such as welding, flange screwing, sulfur plaster riveting and the like between the single-section pipe pile and the single-section pipe pile are difficult to ensure that the whole pipe pile has high stability and simultaneously has high pulling resistance and pressure-bearing performance.
In order to solve the above problem, this embodiment provides a prefabricated tubular pile of concatenation formula, and this prefabricated tubular pile is formed by two sections tubular pile concatenation. Fig. 1 shows a precast tubular pile structure of the present embodiment. In order to facilitate the connection between the upper tubular pile 100 and the lower tubular pile 200, a joint 300 may be disposed between the upper tubular pile 100 and the lower tubular pile 200, and the position of the joint 300 may be used as a grouting point of the precast tubular pile. Specifically, after the precast tubular pile of the embodiment is driven into a designed elevation, grouting may be performed into the joint 300, and then the grout is extruded from the extrusion hole 331 of the joint 300, and finally solidified into an enlarged head at the periphery of the connection between the upper tubular pile 100 and the lower tubular pile 200.
In the embodiment, the joint 300 is grouted, and the grout is extruded from the extrusion holes 331 to form the expanded head, so that the connection strength between the pile body and the soil body can be improved, and the integral bearing performance and the anti-pulling performance of the pipe pile are improved; in addition, the joints are filled with the slurry, and the joints are wrapped with a layer of slurry, that is, the expanded head, so that the precast tubular pile of the embodiment is actually formed into a reinforced concrete structure at the joints, and the connection stability between the upper-section tubular pile 100 and the lower-section tubular pile 200 can be improved.
In the following, the following description is given,
fig. 2 shows the structure of a joint 300 as a first embodiment. Specifically, the fitting 300 includes an upper end plate 310, a lower end plate 320, and a force transfer steel tube 330. The upper end plate 310 may be connected to the upper-section tubular pile 100, specifically, may be connected by bolts; the lower end plate 320 may be connected to the lower tubular pile 200, and may be a bolt connection. In addition, in order to improve the connection strength between the joint 300 and the upper tubular pile 100 and the lower tubular pile 200, after the joint 300 is bolted to the upper tubular pile 100 and the lower tubular pile 200, the upper end plate 310 and the upper tubular pile 100 may be additionally welded or spot-welded, and the lower end plate 320 and the lower tubular pile 200 may be welded or spot-welded.
The force transmission steel pipe 330 is arranged between the upper end plate 310 and the lower end plate 320, the upper end of the force transmission steel pipe 330 is connected with the lower side surface of the upper end plate 310, and the lower end of the force transmission steel pipe 330 is connected with the upper side surface of the lower end plate 320. The force transfer steel tube 330 is connected to the upper end plate 310 and the lower end plate 320 to form a closed grouting chamber. The force transmission steel tube 330 may be welded to the upper end plate 310 and the lower end plate 320, or the force transmission steel tube 330 may be integrally stamped with the upper end plate 310 and the lower end plate 320.
In order to connect the upper end plate 310 and the upper tubular pile 100, the edge of the upper end plate 310 may protrude from the outer sidewall of the force transmission steel pipe 330 and form a first connection portion, and then the first connection portion is provided with a plurality of first connection holes 311, and connection bolts are inserted through the first connection holes 311 and connected to the upper tubular pile 100, thereby connecting the upper end plate 310 and the upper tubular pile 100.
Similarly, in order to connect the lower end plate 320 and the lower tubular pile 200, the edge of the lower end plate 320 may protrude from the outer sidewall of the force transmission steel pipe 330, and a second connection portion is formed, and then a plurality of second connection holes 321 are formed in the second connection portion.
Fig. 3 shows the structure of the upper end plate 310. Specifically, in order to realize the filling of the grouting material into the grouting chamber, the upper end plate 310 may be provided with a first grouting hole 332, and the first grouting hole 332 is used for connecting the grouting pipe 400.
The first grout hole 332 and the grout pipe 400 may be connected by means of a screw connection. Specifically, as an example, the first injection hole 332 may be provided with an internal thread, and the outer sidewall of the injection pipe may be provided with an external thread that is engaged with the internal thread of the first injection hole 332, and the internal thread may be engaged with the external thread when the first injection hole 332 is coupled to the injection pipe 400.
Fig. 4 shows the construction of the force transfer steel tube 330. Specifically, in order to extrude the slurry from the grouting chamber, the force transmission steel pipe 330 may be provided with a plurality of extrusion holes 331.
As an example of the arrangement of the extrusion holes 331, the extrusion holes 331 may be divided into a plurality of rows, and the extrusion holes 331 in different rows may be arranged along the circumference of the force transmission steel pipe 330, specifically, may be arranged equidistantly, so as to ensure that the slurry is distributed relatively uniformly around the force transmission steel pipe 330.
As a further improvement of this embodiment, the extrusion holes 331 in the same row may be arranged along the axial direction of the force transmission steel pipe 330. Meanwhile, positions between the extrusion holes 331 located in different columns may correspond to each other.
The force transmission steel pipe 330 may be provided with a plurality of reinforcing ribs 333 on the outer side wall thereof, and the reinforcing ribs 333 are used for improving the rigidity and strength of the whole connector 300. In addition, the plurality of reinforcing ribs 333 may be arranged along the circumferential direction of the outer sidewall of the force transmission steel pipe 330, specifically, may be arranged equidistantly along the circumferential direction of the outer sidewall of the force transmission steel pipe 330, so that the overall rigidity and strength distribution of the joint 300 are more uniform.
As a further optimization, the force transmission steel pipe 330 is provided with at least one extrusion hole 331 at a position between the two reinforcing ribs 333. Therefore, when the slurry is extruded from the extrusion holes 331 of the force transmission steel pipe 330, the slurry is not disturbed by the reinforcing ribs 333, so that the slurry is not uniformly distributed around the joint 300.
In this embodiment, the grouting pipe 400 may be inserted into the hollow structure of the upper-section pipe pile 100. According to the structure of the joint 300, after the joint 300 is connected to the lower tubular pile 200, the grouting pipe 400 can be connected to the upper end plate 310 of the joint 300, and finally the lower tubular pile 200 is sleeved on the grouting pipe 400, and the connection between the lower tubular pile 200 and the joint 300 is completed.
Specifically, fig. 5 shows a method for burying a spliced precast tubular pile. The burying method specifically comprises a pile sinking stage, a grouting stage and a pile forming stage. Wherein the content of the first and second substances,
the pile sinking stage is to connect the upper tubular pile 100, the lower tubular pile 200 and the joint 300 and sink them into the natural ground to reach the designed elevation. The method specifically comprises the following steps:
step 1.1, according to the state a, a lower section of tubular pile 200 is sunk into the natural ground by static pressure or hammering during field processing, and pile sinking is stopped when the length of the upper end face of the lower section of tubular pile 200 leaking out of the natural ground is less than 2 m.
And 1.2, referring to the state b, connecting the joint 300 with the lower tubular pile 200, specifically, connecting the lower end plate 320 of the joint 300 with the upper end surface of the lower tubular pile 200 through a connecting bolt.
And step 1.3, connecting the grouting pipe 400 with the joint 300 according to the state c.
Step 1.4, referring to the state d, connecting the joint 300 with the upper section of tubular pile 100, specifically, connecting the upper end plate 310 of the joint 300 with the lower end surface of the upper section of tubular pile 100 through a connecting bolt.
And 1.5, sinking the upper-section tubular pile 100, the lower-section tubular pile 200 and the joint 300 into the natural ground by adopting static pressure or hammering according to the state e, and stopping sinking the pile when the upper end of the upper-section tubular pile 100 is sunk into the natural ground or the lower end of the lower-section tubular pile 200 reaches the designed elevation.
The grouting stage refers to the process of injecting slurry into the grouting chamber of the joint 300 through the grouting pipe 400. After the grouting chamber is continuously filled with slurry, a positive pressure environment begins to be formed in the grouting chamber, so that the slurry in the grouting chamber is extruded out of the extrusion holes 331 and is extruded into the soil body. Wherein the slurry may be a concrete slurry.
Referring to the state f, the pile forming stage is that after the slurry is extruded from the extrusion hole 331 and around the joint, the concrete is naturally solidified and forms an enlarged head tightly connected with the soil outside the pile body of the prefabricated pipe pile.
In the following, the following description is given,
as a second embodiment, referring to fig. 6, a connection plate 110 is detachably connected to an end of the upper tubular pile 100 facing the joint 300, a third connection hole 111 is opened at a position corresponding to the first connection hole 311 on the connection plate 110, and a second grouting hole is opened at a position corresponding to the first grouting hole 332.
The third connecting hole 111 may be a through hole, and an inner sidewall of the through hole may be provided with an internal thread; the bottom of the grouting pipe 400 is provided with an external thread, and the inner side wall of the second grouting hole is provided with an internal thread matched with the external thread of the grouting pipe 400.
In this embodiment, the pile sinking stage specifically includes the following steps:
step 1.1, sinking the lower section of tubular pile 200 into the natural ground by static pressure or hammering during field processing, and stopping pile sinking when the length of the upper end surface of the lower section of tubular pile 200 leaking out of the natural ground is less than 2 m.
Step 1.2, the bottom end of the grouting pipe 400 is connected with the second grouting hole of the connecting plate 110, then the upper end of the grouting pipe 400 is inserted from the bottom end of the upper section of tubular pile 100, and the grouting pipe 400 is connected with the upper section of tubular pile 100 through the connection bolt matching with the first connection hole 311 and the third connection hole 111.
Step 1.3, after the upper section pipe pile 100 is lifted to the position corresponding to the lower section pipe pile 200, the connecting plate 110 is separated from the upper section pipe pile 100, and then the bottom end of the grouting pipe 400 is connected with the first grouting hole 332.
And step 1.4, connecting the upper-section tubular pile 100, the lower-section tubular pile 200 and the joint 300 by connecting bolts after penetrating through the first connecting hole 311 and the third connecting hole 111.
And 1.5, sinking the upper-section tubular pile 100, the lower-section tubular pile 200 and the joint 300 into the natural ground by adopting static pressure or hammering, and stopping sinking the pile when the upper end surface of the upper-section tubular pile 100 is submerged into the natural ground or the lower end of the lower-section tubular pile 200 reaches the designed elevation.
In step 1.3-1.4, after the connecting plate 110 is separated from the upper section of tubular pile 100, the connecting plate 110 can be taken down, then the grouting pipe 400 is directly connected to the first grouting hole 332, and the connecting bolt penetrates through the first connecting hole 311 and then is connected with the upper section of tubular pile 100, so that the connection of the upper section of tubular pile 100, the lower section of tubular pile 200 and the joint 300 is completed.
In addition, in the step 1.3-1.4, after the upper tubular pile 100 is lifted to the position corresponding to the lower tubular pile 200, the grouting pipe 400 is connected with the first grouting hole 332 by directly rotating the upper tubular pile 100, and the upper tubular pile 100, the lower tubular pile 200 and the joint 300 are connected.
It should be particularly noted that in this embodiment, in step 1.2, the grouting pipe 400 and the upper tubular pile 100 are connected, and the grouting pipe 400 and the upper tubular pile 100 are lifted up to the position corresponding to the lower tubular pile 200 synchronously, so that the first embodiment is avoided, and after the grouting pipe 400 is connected with the lower tubular pile 200, the bottom end of the upper tubular pile 100 needs to be lifted up to the position above the upper end of the grouting pipe 400, so that the construction difficulty can be reduced.
In the following, the following description is given,
as a third example of the present embodiment, in order to facilitate the connection of the grout pipe 400 with the first grout hole 332, a connecting member 410 may be provided at the bottom end of the grout pipe 400. The connector 410 may allow for connections other than threaded connections, such as snap connections, expansion connections, interference connections, etc., between the grout tube 400 and the fitting 300.
For example, referring to fig. 7, the connector 410 may be circumferentially provided with a plurality of segments of slots 411, and the hole wall of the first grouting hole 332 is provided with a plurality of claws 334, the claw parts of the claws 334 being arranged along the axial direction of the grouting pipe 400 and corresponding to the positions of the slots 411. When the grout pipe 400 is inserted into the first grout hole 332, the jaws 334 are pressed by the bottom end of the connecting member 410 to be deformed in yield; when the bottom end of the connecting member 410 is continuously pressed down and loses contact with the jaws 334, the jaws 334 elastically recover to be deformed by themselves and are caught in the catching grooves 411 to complete the connection of the grout pipe 400 and the coupling 300.
Further, to facilitate the catching of the jaws 334, the bottom end of the connector 410 may be provided with a catching slope 412, and the catching slope 412 may be disposed toward the jaw portions of the jaws 334.
When the grouting pipe 400 and the joint 300 can be fastened, the grouting pipe 400 is inserted from the upper end surface of the upper section tubular pile 100 and the grouting pipe 400 and the joint 300 are conveniently connected, so that the upper section tubular pile 100 and the joint 300 can be connected and driven into a designed elevation, then the grouting pipe 400 is connected with the joint 300, the upper section tubular pile 100 can be prevented from being lifted, and the construction difficulty is reduced.
Of course, in order to quickly insert the grouting pipe 400 into the joint 300, referring to fig. 8, a plurality of stoppers 430 may be disposed on the grouting pipe 400, and the first grouting hole 332 may be opened at a central position of the upper end plate 310. The limiting member 430 may be composed of more than two limiting claws of a claw-shaped structure, and the length of the limiting claw may be slightly smaller than the difference between the inner radius of the upper tubular pile 100 and the outer radius of the grouting pipe 400, so that when the grouting pipe 400 is inserted into the upper tubular pile 100, the grouting pipe 400 is limited by the limiting member 430, and will not deviate from the axis of the upper tubular pile 100, which is convenient for positioning the bottom end of the grouting pipe 400 and the first grouting hole 332.
Further, referring to fig. 9, the claw portions of the jaws 334 may be disposed in a radial direction of the grout pipe 400, and when the grout pipe 400 is inserted into the first grout hole 332, the jaws 334 are pressed by the bottom end of the connecting member 410 to be yield-deformed, specifically, yield-deformed in the radial direction of the grout pipe 400; when the bottom end of the connecting member 410 is continuously pressed down and loses contact with the jaws 334, the jaws 334 elastically recover to be deformed by themselves and are caught in the catching grooves 411 to complete the connection of the grout pipe 400 and the coupling 300.
For another example, referring to fig. 10, a clamping ring 413 may be disposed at the bottom end of the connecting member 410, and a plurality of notches 414 may be disposed on the clamping ring 413; the connecting member 410 further has a slot 411 above the snap ring 413. The first injection hole 332 may be provided with a plurality of claws 334, the number of the claws 334 may be the same as the number of the notches 414, and the positions of the claws 334 correspond to the positions of the notches 414. After the bottom end of the connecting member 410 is inserted into the first grouting hole 332, if the snap ring 413 contacts the jaws 334 and is blocked by the jaws 334, the grouting pipe 400 may be rotated such that the jaws 334 correspond to the notches 414, and then, after the grouting pipe 400 is continuously inserted such that the jaws 334 enter the clamping grooves 411, the grouting pipe 400 is rotated again such that the jaws 334 are misaligned with the notches 414, thereby completing the connection of the grouting pipe 400 and the joint 300.
Of course, in order to prevent the slurry from being extruded from the gap between the wall of the first grouting hole 332 and the grouting pipe 400 during grouting, a sealing ring 420 may be provided on the connecting member 410, and this solution is also applicable to other connection modes of the grouting pipe 400 and the joint 300 in this embodiment.
For another example, when the sealing ring 420 is disposed on the connecting member 410, a corresponding limiting portion similar to an expansion joint structure may be disposed to complete the connection between the grouting pipe 400 and the upper tubular pile 100. Specifically, referring to fig. 11, two or more sealing rings 420 may be provided on the connecting member 410, and a rib 335 may be provided on the first injection hole 332, and the rib 335 may have elasticity itself. When the grouting pipe 400 is inserted into the first grouting hole 332, the rib 335 may be located between the two sealing rings 420, and the connection between the grouting pipe 400 and the upper section tubular pile 100 is completed in a shape-fitting manner, and the first grouting hole 332 is sealed; two or more ribs 335 may be provided in the first grouting hole 332, and the grouting pipe 400 may be connected to the upper tubular pile 100 by interposing the packing 420 between the two ribs 335.
In this embodiment, the pile sinking stage specifically includes the following steps:
step 1.1, sinking the lower section of tubular pile 200 into the natural ground by static pressure or hammering during field processing, and stopping pile sinking when the length of the upper end surface of the lower section of tubular pile 200 leaking out of the natural ground is less than 2 m.
Step 1.2, connecting the joint 300 with the lower tube pile 200, then hoisting the upper tube pile 100 to the position corresponding to the lower tube pile, and connecting the upper tube pile 100 with the joint 300.
And 1.3, sinking the upper-section tubular pile 100, the lower-section tubular pile 200 and the joint 300 into the natural ground by adopting static pressure or hammering, and stopping sinking the pile when the upper end surface of the upper-section tubular pile 100 is submerged into the natural ground or the lower end of the lower-section tubular pile 200 reaches the designed elevation.
And 1.4, inserting the bottom end of the grouting pipe 400 from the upper end face of the upper section of tubular pile 100, and connecting the bottom end of the grouting pipe 400 with the upper end face of the joint 300.
In the following, the following description is given,
as a fourth example of the present embodiment, it should be noted that a precast tubular pile, particularly a precast tubular pile of a concrete structure, is usually embedded with a reinforcement cage therein, and a plurality of axial reinforcements therein are replaced with steel pipes, so that the steel pipes can also function as the grouting pipes 400; or a plurality of steel pipes used as the grouting pipes 400 may be directly added.
For example, referring to fig. 12, a plurality of grouting pipes 400 may be disposed in the side wall of the upper tubular pile 100 and penetrate from the upper tubular pile 100 near the lower end surface thereof, and the bottom ends of the grouting pipes 400 correspond to the first grouting holes 332. The bottom end of the grouting pipe 400 may be provided with a sealing ring 420, so that after the upper tubular pile 100 and the joint 300 are connected by the connecting bolt, the grouting pipe 400 can be directly inserted into the first grouting hole 332, and the sealing ring 420 seals the first grouting hole 332 to prevent the slurry from being extruded from the first grouting hole 332.
Referring to fig. 13, when two or more grouting pipes 400 are provided and only one first grouting hole 332 is formed in the middle of the upper end plate 310, or when the number of grouting pipes 400 is greater than the number of first grouting holes 332, two or more grouting pipes 400 may be communicated through the junction pipe 440, and the packing 420 is provided at the bottom end of the junction pipe 440.
For another example, referring to fig. 14, a plurality of grouting pipes 400 may be provided in the side wall of the upper-section pipe pile 100, and the grouting pipes 400 may directly penetrate out of the lower end surface of the upper-section pipe pile 100 and be connected to the upper end plate 310 to communicate with the grouting chamber. To achieve direct communication between the grouting pipe 400 and the grouting chamber, referring to fig. 15, the force-transmitting steel pipe 330 may be configured with a special-shaped structure, such as a protrusion 336 at a position corresponding to the grouting pipe 400, and a first grouting hole 332 is opened at a position corresponding to the protrusion 336 on the upper end plate 310.
In this embodiment, the pile sinking stage specifically includes the following steps:
step 1.1, sinking the lower section of tubular pile 200 into the natural ground by static pressure or hammering during field processing, and stopping pile sinking when the length of the upper end surface of the lower section of tubular pile 200 leaking out of the natural ground is less than 2 m.
Step 1.2, connecting the joint 300 with the lower tube pile 200, then lifting the upper tube pile 100 to the position corresponding to the lower tube pile, connecting the upper tube pile 100 with the joint 300, and simultaneously inserting the bottom end of the grouting pipe 400 on the upper tube pile 100 into the first grouting hole 332 to complete the connection.
And 1.3, sinking the upper-section tubular pile 100, the lower-section tubular pile 200 and the joint 300 into the natural ground by adopting static pressure or hammering, and stopping sinking the pile when the upper end surface of the upper-section tubular pile 100 is submerged into the natural ground or when the lower end surface of the lower-section tubular pile 200 reaches the designed elevation.
The present invention and its embodiments have been described above schematically, without limitation, and what is shown in the drawings is only one of the embodiments of the present invention, and the actual structure is not limited thereto. Therefore, if the person skilled in the art receives the teaching, without departing from the spirit of the invention, the person skilled in the art shall not inventively design the similar structural modes and embodiments to the technical solution, but shall fall within the scope of the invention.
Claims (10)
1. A burying method of a precast tubular pile is characterized by comprising the following steps: comprises the following steps of (a) preparing a liquid crystal,
pile sinking stage: sinking the lower tube pile into the natural ground, and then connecting the upper tube pile with the lower tube pile through a joint; after the upper section of pipe pile, the joint and the lower section of pipe pile are formed into a precast pipe pile, sinking the precast pipe pile to a designed elevation by adopting a static pressure or hammering method;
grouting stage: injecting slurry into a grouting chamber of the joint through a grouting pipe connected with the joint, and then extruding the slurry out of an extrusion hole in the joint and into soil around the joint;
pile forming stage: and the slurry extruded from the grouting chamber is diffused to the periphery and is solidified to form an expanded head.
2. A burying method of a precast tubular pile according to claim 1, wherein: the pile sinking stage comprises in particular the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting a lower end plate of a joint with the upper end surface of a lower section of tubular pile through a connecting bolt;
step 1.3, connecting the grouting pipe with an upper end plate of a joint;
step 1.4, hoisting an upper section of pipe pile to a position corresponding to a joint, and then sleeving the upper section of pipe pile on a grouting pipe and aligning the upper section of pipe pile with a lower section of pipe pile; connecting an upper end plate of the joint with the lower end surface of the upper section of tubular pile through a connecting bolt;
and step 1.5, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section of tubular pile, the lower section of tubular pile and the joint into the natural ground, and stopping sinking the pile after the lower end surface of the lower section of tubular pile reaches the designed elevation.
3. A burying method of a precast tubular pile according to claim 1, wherein: the pile sinking stage comprises in particular the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting the bottom end of a grouting pipe with a second grouting hole of a connecting plate, then inserting the upper end of the grouting pipe from the lower end face of an upper section of tubular pile, and connecting the grouting pipe with the upper section of tubular pile through a connecting bolt matched with a first connecting hole and a third connecting hole;
step 1.3, after the upper section of pipe pile is lifted to the position corresponding to the lower section of pipe pile, separating the connecting plate from the upper section of pipe pile, and then connecting the bottom end of the grouting pipe with the first grouting hole;
step 1.4, connecting the upper-section tubular pile, the lower-section tubular pile and the joint by utilizing a connecting bolt to penetrate through the first connecting hole and the third connecting hole and then connecting the upper-section tubular pile, the lower-section tubular pile and the joint;
and step 1.5, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section of tubular pile, the lower section of tubular pile and the joint into the natural ground, and stopping sinking the pile after the lower end of the lower section of tubular pile reaches the designed elevation.
4. A burying method of a precast tubular pile according to claim 3, wherein: in the step 1.3, after the connecting plate is separated from the upper section of the tubular pile, the connecting plate is taken down; in the step 1.4, the grouting pipe is directly connected to the first grouting hole, and the grouting pipe is connected with the upper section of tubular pile after penetrating through the first connecting hole through the connecting bolt, so that the connection of the upper section of tubular pile, the lower section of tubular pile and the joint is completed.
5. A burying method of a precast tubular pile according to claim 3, wherein: said step 1.3 and step 1.4 are replaced by,
after the upper section of tubular pile is hoisted to the position corresponding to the lower section of tubular pile, the upper section of tubular pile is directly rotated to connect the grouting pipe with the first grouting hole, and the upper section of tubular pile, the lower section of tubular pile and the joint are connected through the connecting bolt.
6. A burying method of a precast tubular pile according to claim 1, wherein: the pile sinking stage comprises in particular the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting the joint with the lower tube pile, then hoisting the upper tube pile to the position corresponding to the lower tube pile, and connecting the upper tube pile with the joint;
step 1.3, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section tubular pile, the lower section tubular pile and the joint into the natural ground, and stopping pile sinking after the lower end of the lower section tubular pile reaches the designed elevation;
and step 1.4, inserting the bottom end of the grouting pipe from the upper end face of the upper section of tubular pile, and connecting the bottom end of the grouting pipe with the upper end plate of the joint.
7. A burying method of a precast tubular pile according to claim 6, wherein: in the step 1.4, the connection process of the bottom end of the grouting pipe and the upper end plate of the joint is as follows:
after the grouting pipe is inserted into the first grouting hole in the upper end plate, the clamping jaw on the wall of the first grouting hole is pressed by the bottom end of the connecting piece of the grouting pipe to be subjected to yielding deformation; when the bottom end of the connecting piece continues to be pressed downwards and loses contact with the clamping jaws, the clamping jaws recover to deform by means of elasticity of the clamping jaws and are clamped in the clamping grooves of the connecting piece, and therefore the connection of the grouting pipe and the joint is completed.
8. A burying method of a precast tubular pile according to claim 6, wherein: in the step 1.4, the connection process of the bottom end of the grouting pipe and the upper end plate of the joint is as follows:
after the grouting pipe is inserted into a first grouting hole in the upper end plate, a clamping ring on a connecting piece of the grouting pipe is contacted with a clamping jaw on the wall of the first grouting hole and is stopped under the blocking of the clamping jaw; then, rotating the grouting pipe to enable the clamping jaw to correspond to the notch on the clamping ring, and continuously inserting the grouting pipe to enable the clamping jaw to enter the clamping groove; after that, the grouting pipe is rotated again to shift the claw from the notch position.
9. A burying method of a precast tubular pile according to claim 6, wherein: in the step 1.4, the connection process of the bottom end of the grouting pipe and the upper end plate of the joint is as follows:
after the grouting pipe is inserted into the first grouting hole in the upper end plate, the sealing ring on the connecting piece of the grouting pipe is clamped between the two convex ribs on the wall of the first grouting hole, and the connection between the grouting pipe and the joint is completed in a shape matching manner;
alternatively, the first and second electrodes may be,
after the grouting pipe is inserted into the first grouting hole in the upper end plate, the convex rib on the wall of the first grouting hole is clamped between the two sealing rings on the connecting piece of the grouting pipe, and the grouting pipe is connected with the joint in a shape matching mode.
10. A burying method of a precast tubular pile according to claim 1, wherein: the pile sinking stage comprises in particular the following steps,
step 1.1, sinking the lower section pipe pile into the natural ground by static pressure or hammering, and stopping sinking the pile when the length of the upper end surface of the lower section pipe pile leaking out of the natural ground is less than 2 m;
step 1.2, connecting the joint with the lower tube pile, then hoisting the upper tube pile to the position corresponding to the lower tube pile, and connecting the upper tube pile with the joint; meanwhile, the bottom end of the grouting pipe positioned in the side wall of the upper section of tubular pile penetrates out of the side wall and is inserted into the first grouting hole to complete connection;
and step 1.3, continuing to adopt static pressure or hammering to sink the prefabricated tubular pile formed by connecting the upper section of tubular pile, the lower section of tubular pile and the joint into the natural ground, and stopping sinking the pile after the lower end surface of the lower section of tubular pile reaches the designed elevation.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011186425.8A CN112227365A (en) | 2020-10-30 | 2020-10-30 | Embedding method of precast tubular pile |
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| CN202011186425.8A CN112227365A (en) | 2020-10-30 | 2020-10-30 | Embedding method of precast tubular pile |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878313A (en) * | 2021-03-19 | 2021-06-01 | 中基发展建设工程有限责任公司 | Jet post-grouting construction process for hard interlayer PHC pipe jet pile |
| CN113699989A (en) * | 2021-08-04 | 2021-11-26 | 贵州建工集团第一建筑工程有限责任公司 | Static pressure prestressed pipe pile construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251521A (en) * | 2011-04-26 | 2011-11-23 | 东南大学 | Reinforced prestressed tubular pile and construction method thereof |
| CN208251083U (en) * | 2018-05-16 | 2018-12-18 | 深圳墨泰建筑设计与咨询股份有限公司 | A kind of prefabricated pile mechanical connecting structure |
| CN210140830U (en) * | 2019-06-04 | 2020-03-13 | 腾达建设集团股份有限公司 | Quick joint for cast-in-place pile post-grouting |
| CN210562157U (en) * | 2019-08-06 | 2020-05-19 | 南京浦口城乡水务发展有限公司 | Post-grouting composite pile |
| CN111305198A (en) * | 2020-03-23 | 2020-06-19 | 中铁二院成都勘察设计研究院有限责任公司 | Connecting structure of prestressed concrete pipe pile and construction method thereof |
| CN211171990U (en) * | 2019-10-15 | 2020-08-04 | 成都健茂科技有限公司 | Grouting pipe for filling foundation |
-
2020
- 2020-10-30 CN CN202011186425.8A patent/CN112227365A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251521A (en) * | 2011-04-26 | 2011-11-23 | 东南大学 | Reinforced prestressed tubular pile and construction method thereof |
| CN208251083U (en) * | 2018-05-16 | 2018-12-18 | 深圳墨泰建筑设计与咨询股份有限公司 | A kind of prefabricated pile mechanical connecting structure |
| CN210140830U (en) * | 2019-06-04 | 2020-03-13 | 腾达建设集团股份有限公司 | Quick joint for cast-in-place pile post-grouting |
| CN210562157U (en) * | 2019-08-06 | 2020-05-19 | 南京浦口城乡水务发展有限公司 | Post-grouting composite pile |
| CN211171990U (en) * | 2019-10-15 | 2020-08-04 | 成都健茂科技有限公司 | Grouting pipe for filling foundation |
| CN111305198A (en) * | 2020-03-23 | 2020-06-19 | 中铁二院成都勘察设计研究院有限责任公司 | Connecting structure of prestressed concrete pipe pile and construction method thereof |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878313A (en) * | 2021-03-19 | 2021-06-01 | 中基发展建设工程有限责任公司 | Jet post-grouting construction process for hard interlayer PHC pipe jet pile |
| CN113699989A (en) * | 2021-08-04 | 2021-11-26 | 贵州建工集团第一建筑工程有限责任公司 | Static pressure prestressed pipe pile construction method |
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Application publication date: 20210115 |