CN115387337B - Construction method of prefabricated pipe pile with pile side self-expansion expander - Google Patents
Construction method of prefabricated pipe pile with pile side self-expansion expander Download PDFInfo
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- CN115387337B CN115387337B CN202210983376.3A CN202210983376A CN115387337B CN 115387337 B CN115387337 B CN 115387337B CN 202210983376 A CN202210983376 A CN 202210983376A CN 115387337 B CN115387337 B CN 115387337B
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- 239000000463 material Substances 0.000 claims abstract description 33
- 238000000034 method Methods 0.000 claims abstract description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 32
- 238000002347 injection Methods 0.000 claims description 47
- 239000007924 injection Substances 0.000 claims description 47
- 239000002002 slurry Substances 0.000 claims description 44
- 239000007788 liquid Substances 0.000 claims description 35
- 230000000712 assembly Effects 0.000 claims description 12
- 238000000429 assembly Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 239000002250 absorbent Substances 0.000 claims description 4
- 239000011347 resin Substances 0.000 claims description 4
- 229920005989 resin Polymers 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 230000002706 hydrostatic effect Effects 0.000 claims 1
- 239000002689 soil Substances 0.000 abstract description 17
- 230000008901 benefit Effects 0.000 abstract description 12
- 239000004568 cement Substances 0.000 abstract description 8
- 238000001125 extrusion Methods 0.000 abstract description 5
- 230000006835 compression Effects 0.000 abstract description 4
- 238000007906 compression Methods 0.000 abstract description 4
- 238000009417 prefabrication Methods 0.000 abstract description 2
- 238000007142 ring opening reaction Methods 0.000 abstract 1
- 230000008569 process Effects 0.000 description 14
- 230000000694 effects Effects 0.000 description 3
- 210000001624 hip Anatomy 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000002745 absorbent Effects 0.000 description 2
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- 238000010521 absorption reaction Methods 0.000 description 1
- 229910052782 aluminium Inorganic materials 0.000 description 1
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 description 1
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- 230000000903 blocking effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 229920001002 functional polymer Polymers 0.000 description 1
- 239000000017 hydrogel Substances 0.000 description 1
- 229910052742 iron Inorganic materials 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
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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
-
- 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
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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
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
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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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a prefabricated pipe pile with a pile side self-expansion expander, and belongs to the field of pile foundation engineering. The pile side self-expansion expander comprises an inner sleeve and an expandable outer sleeve which are matched to form a circular cylindrical structure with the bottom diameter being determined and the top being expanded and contracted. After piling is completed, the ring-opening tubular structure is supported by utilizing the characteristic that the high expansion material is expanded by water, and meanwhile, a proper amount of concrete or cement is injected into the position of the self-expansion expander at the pile side, so that one or more expansion structures are formed along the pile body. The method combines the advantages of extrusion pile expansion and prefabrication pile. Compared with the conventional club-footed bored concrete pile, the method has the advantages of few construction steps and short time consumption, makes full use of the end resistance of each better soil layer in the effective range of the pile body, changes the friction pile into a multi-fulcrum friction end bearing pile, and can greatly improve the compression bearing capacity and the pulling bearing capacity of the prestressed pipe pile.
Description
Technical Field
The invention belongs to the field of pile foundation engineering, and particularly relates to a construction method of a prefabricated pipe pile with a pile side self-expansion expander.
Background
The extruded pile is used as a new pile type, and the load transmission and stress mechanism of the pile is changed by arranging the bearing discs or branches at different positions along the pile body, so that the pile has the advantages of greatly increasing the bearing capacity of the pile foundation, along with good shock resistance, small sedimentation deformation and the like. For example, the invention patent with the application number of CN201010264525.8 discloses a prefabricated extruded pile, a construction method and construction mechanical equipment thereof, wherein the construction method comprises the following steps: sinking the hollow precast pile with the bottom connected with pintle into a preset depth; pintle, removing pintle, and pouring the non-coagulated pile body material into the hollow precast pile; extruding the non-coagulated pile body material into the soil body at the lower part of the hollow precast pile to form a pile bottom expansion section; repeating the steps until the pile bottom expansion section meets the requirement. The pile type has the advantages that the pile bottom expanding section is arranged, so that the bearing capacity of the end parts of precast piles such as PHC pipe piles, hollow square piles and the like which are widely applied at present is greatly improved, and the pile type can be used as a pulling-resistant and compression-resistant bearing pile.
Years of practice prove that the pile squeezing and expanding technology is reliable, the economic benefit is remarkable, and the application prospect is very broad. However, the extruded pile can only be applied to the bored pile, the pile body of the extruded pile can be realized only by site construction, and the defects of long construction period and difficult guarantee of construction quality exist.
The prefabricated pipe pile is of a pile type which is directly prefabricated in a factory and then is driven on site, the use range of the prefabricated pipe pile is more and more wide in recent years, and the prefabricated pipe pile can reduce the cost to a great extent due to the advantages of being convenient to manufacture and flow, convenient to transport, quick to construct and the like. However, the whole structure of the prefabricated pipe pile is often formed by template processing in a factory in advance, and is difficult to adjust in actual site construction, so that the prefabricated pipe pile has the problems of poor flexibility and incapability of adapting to different soil conditions. Especially for the soft soil foundation with wide distribution of deep soft soil layers and high requirement on the bearing capacity of the foundation, the prefabricated pipe pile cannot have sufficient bearing capacity, so that the prefabricated pipe pile is difficult to be suitable for the soft soil foundation. Therefore, how to flexibly adjust the pile foundation bearing capacity according to the actual site situation in the precast tubular pile is a technical problem to be solved in the present.
Disclosure of Invention
The invention aims to solve the problem that the pile foundation bearing capacity of the precast pile in the prior art cannot be flexibly adjusted according to the actual site situation, and provides a precast pile structure with a pile side self-expansion expander.
The specific technical scheme adopted by the invention is as follows:
a construction method of a precast tubular pile with a pile side self-expansion expander comprises the following steps:
s1, coaxially sleeving a prefabricated pile side self-expansion expander on a pile body of a prefabricated pipe pile, connecting a liquid injection pipeline, and installing a pile shoe on a pile end at the bottom of the prefabricated pipe pile;
The pile side self-expansion expander comprises an inner sleeve and an expandable outer sleeve which are coaxially nested inside and outside, an extension section protruding out of the bottom of the expandable outer sleeve is arranged at the bottom of the inner sleeve, the inner diameter of the inner sleeve is larger than the outer diameter of the prefabricated pipe pile, and a clamp for encircling and hooping the inner sleeve on the pile body of the prefabricated pipe pile is arranged at the bottom of the extension section; the bottom of the expandable outer sleeve and the bottom of the inner sleeve are kept at intervals and are sealed through an annular bottom plate, and the expandable outer sleeve, the inner sleeve and the annular bottom plate are jointly enclosed to form an annular groove with an upward opening;
The expandable outer sleeve is formed by alternately splicing a plurality of fixed plates and folding assemblies, and is in rotary connection with the annular bottom plate; a folding assembly is arranged between any two fixing plates, each folding assembly comprises two folding plates and three hinging pieces, the inner side edges of the two folding plates are rotationally connected through the hinging pieces, and the outer side edges of the two folding plates are rotationally connected with the fixing plate on the side of the folding plates through the hinging pieces; each folding component on the expandable outer sleeve has two forms of folding and unfolding, wherein in the folding form, two folding plates are folded in the annular groove, and in the unfolding form, the two folding plates are spread and unfolded and are positioned on the side surface of the same inverted round table with the fixing plate;
The annular grooves are filled with water-absorbing expandable expansion materials, the diameter of the bottom surface of the expandable outer sleeve is larger than that of the top surface but smaller than that of the pile shoe when all the folding assemblies are in a folded state, and the diameter of the top surface of the expandable outer sleeve is larger than that of the bottom surface when all the folding assemblies are in an unfolded state; the inner sleeve is provided with a pulp overflow port penetrating through the wall of the barrel, and the height of the pulp overflow port is lower than the height of the top surface of the expandable outer sleeve when all the folding assemblies are in an unfolding form;
the liquid injection pipeline is arranged along the outer part of the prefabricated pipe pile, and the bottom outlet of the liquid injection pipeline extends into the annular groove;
S2, keeping the precast tubular pile in a vertical state, propping a pile shoe against a pile foundation site of a foundation, and keeping each folding assembly on an expandable outer sleeve in the pile side self-expansion expander in a folding form, wherein the top of the expandable outer sleeve is close to the outer peripheral surface of the inner sleeve; then applying downward pressure to the pile top of the precast tubular pile, so that the precast tubular pile, the pile side self-expansion expander, the pile shoe and the liquid injection pipeline are integrally driven into the designed depth;
s3, connecting an inlet of a liquid injection pipeline with water injection equipment, injecting water into the annular groove through the liquid injection pipeline, and pushing the expandable outer sleeve to be expanded outwards in the radial direction after the expansion material absorbs water and expands, so that the diameter of the top of the expandable outer sleeve is expanded;
S4, connecting an inlet of a grouting pipeline with grouting equipment, injecting curable grouting slurry into the annular groove through the grouting pipeline, gradually filling the annular groove with the grouting slurry, and entering and filling an annular gap between the inner sleeve and the prefabricated pipe pile when the slurry liquid level reaches the height of the overflow port; and after the grouting slurry is solidified, an expansion structure for improving the bearing capacity and the pulling resistance of the pile body is formed on the pile body of the precast tubular pile.
Preferably, a plurality of pile-side self-expansion expanders are arranged at different heights on the prefabricated pipe pile.
Preferably, the top of the precast tubular pile applies downward pressure required for pile sinking by a hammering method or a static pressure method.
Preferably, the pile shoe is arranged at the bottom of the precast tubular pile in a welding or bolting mode.
Preferably, the diameter of the pile shoe is 5-10 cm larger than the diameter of the bottom surface of the expandable outer sleeve in the folded state.
Preferably, in the diameter-expandable outer sleeve, the fixing plate is in an isosceles trapezoid shape, the folding plates are in right-angled triangles, the two folding plates are spliced into an inverted isosceles triangle, and the waist length of the isosceles trapezoid is equal to that of the isosceles triangle; the bottoms of all the fixing plates are attached and fixed on the outer circumference of the annular bottom plate through hinging pieces; the folding components in the expandable outer sleeve are in a folding form initially, and are outwards laid down and expanded and converted into an expanding state when being subjected to thrust along the radial direction of the precast tubular pile, so that the diameter of the top of the expandable outer sleeve is expanded.
Preferably, the hinge is a hinge connection.
Preferably, the swelling material is a water absorbent resin.
Preferably, the precast tubular pile is a concrete pile or a steel pile.
Preferably, the inner sleeve is provided with a plurality of slurry overflow ports, and each slurry overflow port is uniformly distributed around the circumferential direction of the cylinder body; the liquid injection pipelines are provided with a plurality of liquid injection pipelines, the inlets at the top of the liquid injection pipelines extend out of the pile top, and the outlets at the bottom of the liquid injection pipelines are annularly and uniformly distributed in the annular groove.
Preferably, the diameter of the expandable outer sleeve after expansion is changed by adjusting the amount of the expansion material filled in the groove cavity in advance or by adjusting the water injection amount.
Compared with the prior art, the invention has the following beneficial effects:
The pile body of the prefabricated pipe pile is provided with the pile side self-expansion expander, an annular groove which is opened upwards is formed in the pile side self-expansion expander through the outer sleeve, the inner sleeve and the annular bottom plate which can be expanded in an enclosing mode, an expansion material which can absorb water and expand is filled in the annular groove, and the expansion material can absorb water and expand through water injection into the annular groove, so that the outer sleeve which can be expanded in the diameter is pushed to open outwards to expand the diameter. And further, grouting slurry in the forms of concrete, cement paste and the like is continuously injected into the annular groove through the grouting pipeline, so that the annular groove and an annular gap between the inner sleeve and the prefabricated pipe pile are filled with the grouting slurry and solidified, and then the pile body expanding structure can be formed. The pile body expansion structure can improve the bearing capacity and the pulling resistance of the prefabricated pipe pile. The pile body expansion structure with variable diameter is formed on the precast pile by adopting the pile extrusion and expansion principle, compared with the conventional bottom expansion filling pile, the method has the advantages of less construction steps and short time consumption, and can be suitable for precast piles made of various materials such as concrete piles, steel piles and the like.
The technical solution in the subsequent embodiments of the present invention has one or more of the following advantages:
1. The construction method forms an enlarged structure on the precast tubular pile by adopting the pile extrusion and expansion principle, and has less construction steps, short time consumption and high economic benefit compared with the conventional bottom-expansion filling pile.
2. The construction method of the invention can fully utilize the end resistance of each better soil layer in the effective range of the pile body, and increases one or a plurality of expansion structures in the form of bearing discs at any position of the prefabricated pipe pile according to the soil layer distribution around the pile and the actual requirement, thereby changing the friction pile into the friction end bearing pile with expansion multi-pivot points, and greatly improving the compression bearing capacity and the pulling bearing capacity of the prestressed pipe pile.
3. The construction method can encrypt and strengthen the soil body around the pile and can effectively reduce the settlement deformation of the building.
4. The construction method of the invention can be applied to precast piles made of various materials such as concrete piles, steel piles and the like, and has wide application range.
Drawings
FIG. 1 is a flow chart of a method of constructing a precast tubular pile having a pile side self-expanding expander;
FIG. 2 is a schematic diagram showing the final assembly state of the pile-side self-expanding expander, the pile shoe and the liquid injection pipe on the precast tubular pile;
FIG. 3 is a schematic view of the construction of a pile side self-expanding expander;
FIG. 4 is a cross-sectional view of the pile side self-expanding expander;
FIG. 5 is a schematic top view of the pile side self-expanding expander in a collapsed condition;
FIG. 6 is an enlarged view of position A of FIG. 4;
FIG. 7 is a schematic top view of the pile-side self-expanding expander in an expanded state; a step of
Fig. 8 is a schematic diagram of the enlarged pile side structure of the finally formed precast pile.
The reference numerals in the drawings are: precast pile 1, pile side self-expansion expander 2, pile shoe 3, liquid injection pipe 4, inner sleeve 201, expandable outer sleeve 202, collar 203, grout outlet 204, expansion material 205, annular bottom plate 206, fixing plate 221, folding plate 222, and hinge 223.
Detailed Description
In order that the above objects, features and advantages of the invention will be readily understood, a more particular description of the invention will be rendered by reference to the appended drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. The present invention may be embodied in many other forms than described herein and similarly modified by those skilled in the art without departing from the spirit of the invention, whereby the invention is not limited to the specific embodiments disclosed below. The technical features of the embodiments of the invention can be combined correspondingly on the premise of no mutual conflict.
In the description of the present invention, it will be understood that when an element is referred to as being "connected" to another element, it can be directly connected to the other element or be indirectly connected with intervening elements present. In contrast, when an element is referred to as being "directly connected" to another element, there are no intervening elements present.
The invention improves the expanded pile in consideration of wide application, better expanded pile effect, longer construction period and difficult guarantee of construction quality. The core of the invention is to optimally design the basic principle of the extruded pile and the construction method of the precast tubular pile, form a local expansion head on the pile body of the precast tubular pile by utilizing the pile side self-expansion expander, and fill concrete or cement to finally form an expansion structure on the pile body.
In a preferred embodiment of the present invention, as shown in fig. 1, the method for constructing a precast tubular pile with a pile-side self-expanding expander includes steps S1 to S4, and each step is described in detail below.
S1, coaxially sleeving a prefabricated pile side self-expansion expander 2 on a pile body of the prefabricated pipe pile 1, connecting a liquid injection pipeline 4, and installing a pile shoe 3 on the pile end at the bottom of the prefabricated pipe pile 1.
The precast tubular pile 1 in the invention can be in various forms such as concrete piles or steel piles, and is specifically selected according to actual engineering requirements, and is not limited. The pile shoe 3 is arranged at the bottom pile end of the precast tubular pile 1, can be fixed at the bottommost end of the precast tubular pile 1 in a welding or bolting mode, plays a role in guiding and blocking in the sinking construction process of the tubular pile, prevents the pile head from being damaged and the pile body from tilting, and can better enter a bearing layer. The specific structural form of the pile shoe 3 is not limited and can be selected according to actual needs. The final assembly state of the pile-side self-expanding expander 2, the pile shoe 3, and the liquid injection pipe 4 on the precast pile 1 is shown in fig. 2.
As shown in fig. 3 and 4, the pile-side self-expanding expander 2 is a core structure of the present invention, which serves as a pile end bearing capacity, and the pile-side self-expanding expander 2 is coaxially coupled to the pile body of the precast pile 1, and functions to control the diameter expansion after the precast pile 1 is driven into the foundation, thereby forming an expanded-head-like structure. The pile side self-expanding expander 2 comprises an inner sleeve 201 and an expandable outer sleeve 202 nested coaxially inside and outside, and an annular base plate 206 connecting the two. The bottom of the inner sleeve 201 has an extension protruding from the bottom of the expandable outer sleeve 202, and the inner diameter of the inner sleeve 201 is larger than the outer diameter of the precast tubular pile 1, so that a certain annular gap can be formed when the inner sleeve 201 is sleeved on the precast tubular pile 1. The annular gap serves as a subsequent grouting space, and grouting slurry is utilized to improve the bonding strength of the inner sleeve 201 and the precast tubular pile 1, so that looseness of the inner sleeve 201 and the precast tubular pile is avoided. However, since a certain annular gap exists when the inner sleeve 201 is sleeved on the precast tubular pile 1, the grouting in the annular gap adopts a post-grouting process, and the inner sleeve 201 and the precast tubular pile 1 need to be temporarily fixed in the pile sinking process of the precast tubular pile 1. Therefore, in this inner sleeve 201, a collar 203 for tightening the inner sleeve 201 around the pile body of the precast pile 1 is provided at the bottom of the extension. Before the pile-side self-expansion expander 2 is sleeved into the precast tubular pile 1, the clamp 203 is loosened in advance, then the pile-side self-expansion expander 2 is sleeved into the precast tubular pile 1, and then the clamp 203 is tightened, so that the bottom of the inner sleeve 201 tightly surrounds the outer wall of the pile body of the precast tubular pile 1, but an annular gap still exists between the middle upper position of the inner sleeve 201 and the pile body of the precast tubular pile 1, grouting can be carried out in the annular gap subsequently, and as the bottom of the inner sleeve 201 and the precast tubular pile 1 are tightened by the clamp 203, slurry can be accumulated in the annular gap, and the effect of improving the integral bonding strength is achieved after solidification.
In addition, in the expandable outer sleeve 202, the diameter of the inner sleeve 201 is constant, but the diameter of the expandable outer sleeve 202 is adjustable. Thus, a variable adjusting structure is integrally formed between the two, and the variable power is derived from the water absorption expansion effect of the expansion material. Therefore, a space is required in the expandable outer sleeve 202 to accommodate the expanding material. Referring to fig. 4, the bottom of expandable outer sleeve 202 is spaced from inner sleeve 201 and sealed by annular base plate 206. Expandable outer sleeve 202, inner sleeve 201 and annular base plate 206 together enclose an upwardly open annular groove. The annular groove is filled with a water-absorbent expandable material 205.
The expandable outer sleeve 202 is a key component for forming an expansion part on the pile body, and is folded close to the outer wall surface of the inner sleeve 201 in an initial state, and can be expanded by utilizing the principle that a high-expansion material expands when required, so that the expanding is realized, and finally, an inverted truncated cone-shaped expansion head structure is formed. The expandable outer sleeve 202 must therefore fulfil the function of being able to expand in diameter and, since the enlarged head structure is required to carry loads, it cannot be made of flexible material and must be made of rigid material. Meanwhile, in order to achieve flexible control of the enlarged head diameter, the expandable outer sleeve 202 is also required to have a function of adjusting the angle and the diameter. The specific implementation and principles of the expandable outer sleeve 202 are described in detail below.
As shown in fig. 5 and 6, the expandable outer sleeve 202 is formed by alternately splicing a plurality of fixing plates 221 and folding assemblies, and the bottom of the expandable outer sleeve 202 and the annular bottom plate 206 form a rotary connection, and when receiving a radial outward expansion thrust, the expandable outer sleeve is reversed outwards, thereby realizing expansion. A folding assembly is arranged between any two fixing plates 221, each folding assembly comprises two folding plates 262 and three hinging pieces 223, the inner side edges of the two folding plates 222 are rotationally connected through the hinging pieces 223, and the outer side edges of the two folding plates 222 are rotationally connected with the fixing plates 221 on the side respectively through the hinging pieces 223. Each folding assembly on the expandable outer sleeve 202 has two configurations, folded and unfolded. As shown in fig. 5, the folding assembly is shown in a folded configuration in which two folding plates 222 are folded into an upwardly open annular groove formed by the co-enclosing expandable outer sleeve 202, inner sleeve 201 and annular base plate 206, and in an unfolded configuration in which the two folding plates 222 lie flat and lie on the same side of the inverted cone as the fixing plate 221.
The pile-side self-expansion joint 2 may be made of rigid metal materials, specifically steel, iron, aluminum, etc., and preferably steel, except for the filled expansion material 205, and the inner sleeve 201, the expandable outer sleeve 202, and the annular bottom plate 206.
The annular groove is filled with an expansion material 205 capable of expanding upon absorbing water, and the specific form of the expansion material 205 is not limited as long as it can expand upon absorbing water, and a water absorbent resin (Super Absorbent Polymer, SAP) is preferably used in the present embodiment. The water-absorbing resin is a novel functional polymer material. It has a high water-absorbing function of absorbing several hundred to several thousand times more water than itself and is excellent in water-retaining property, and once water swells into a hydrogel, it is difficult to separate water even under pressure. Thus, the configuration of the folding assembly can be controlled by injecting water into the annular groove. As shown in fig. 6, a schematic view of the folding assembly in its unfolded configuration is shown with the two folding plates 222 unfolded outwardly to form an approximately smooth continuous surface with the two side fixing plates 221, with the top opening diameter of the expandable outer sleeve 202 being enlarged. The maximum diameter after deployment can be adjusted by optimizing the specific shape and dimensions of the fixed plate 221 and the folding plate 222.
In particular, in fig. 5 and 6, in order to show the spatial orientation of the fixing plate 221, the folding plate 222 and the hinge 223, the edges of the plate body are shown with lines thickened, and the positions of the hinge 223 are shown with dots, while in fig. 7, the positions of the hinge 223 are not shown without thickening the lines. Thus, the several views are not fully standard six views, but rather are schematic representations of the various components for better distinction, and the actual six view spatial orientation relationship may be determined in accordance with principles in the schematic representations.
In order to ensure that the pile-side self-expansion expander 2 is not subjected to excessive friction force of surrounding soil in the pile sinking process of the precast tubular pile 1, the sizes of the pile-side self-expansion expander 2 and the pile shoe 3 need to be reasonably controlled. The specific requirements are divided into two aspects: on the one hand, when all folding components are in a folding state, the diameter of the bottom surface of the expandable outer sleeve 202 is larger than that of the top surface but smaller than that of the pile shoe 3, so that the whole pile side self-expansion expander 2 is in a truncated cone shape with a small upper part and a large lower part, and sinks along the hole channel formed by the pile shoe 3 in the pile sinking process, and can not be extruded with surrounding soil; on the other hand, when all folding components are in the unfolded state, the top surface diameter of the expandable outer sleeve 202 is larger than the bottom surface diameter, so that the expandable outer sleeve 202 is pushed to expand the diameter after pile sinking, an expanded structure is formed on the pile body, and the bearing capacity and the pulling resistance of the pile body are improved.
In order to ensure that the pile-side self-expanding expander 2 can smoothly enter the soil layer in the pile sinking process, the diameter of the pile shoe 3 is preferably 5-10 cm larger than the diameter of the bottom surface of the expandable outer sleeve 202 in the folded state, so that the expandable outer sleeve 202 is prevented from being extruded by the soil body.
The water of the expansion material 205 in the annular groove is added subsequently through the liquid injection pipeline 4, the liquid injection pipeline 4 needs to be installed along the outer wall of the prefabricated pipe pile 1, and the bottom outlet of the liquid injection pipeline extends into the annular groove. In order to ensure the uniformity of water injection, the expansion materials 205 in different directions can be synchronously expanded, a plurality of liquid injection pipelines 4 can be arranged, the top inlets of the pipelines extend out of the pile top, and the bottom outlets are uniformly distributed in the annular groove in the circumferential direction.
In addition, the grouting pipe 4 needs to perform grouting, i.e., injecting concrete or cement slurry into the annular groove, in addition to injecting water into the annular groove. Although the expanding material 205 can provide the outward expansion force of the expandable outer sleeve 202, it is not strong enough to carry the load transferred by the pile body, and thus it is necessary to provide the expanded expandable outer sleeve 202 with a supporting force preventing its shrinkage in the radial direction. At this time, grouting slurry in the form of concrete, cement paste, or the like may be continuously injected through the grouting pipe 4, and the grouting slurry gradually fills the annular groove. In order to fill the annular gap between the inner sleeve 201 and the outer wall of the precast tubular pile 1 with grouting slurry, a slurry overflow port 204 penetrating through the wall of the tubular sleeve may be formed in the inner sleeve 201, and the height of the slurry overflow port 204 is lower than the top surface of the expandable outer sleeve 202 when all the folding components are in the unfolded configuration. Thus, during the filling process of the grouting slurry in the annular groove, when the slurry level reaches the position of the slurry overflow port 204, the grouting slurry further enters the annular gap between the inner sleeve 201 and the outer wall of the precast tubular pile 1 through the slurry overflow port 204. After the grouting slurry is solidified, a fixed connection between the precast tubular pile 1 and the pile side self-expanding expander 2 is formed by the radial support of the expandable outer sleeve 202. The diameter of the expandable outer sleeve 202 can be maintained unchanged when the expandable outer sleeve is loaded, so that the bearing capacity and the pulling resistance of the precast tubular pile 1 are improved.
The concrete structural forms of the precast tubular pile 1, the pile side self-expansion expander 2, the pile shoe 3 and the grouting pipe 4 are described above, the form of the precast tubular pile before piling is finally shown in fig. 2, and the concrete pile foundation construction process is described in detail below.
S2, keeping the precast tubular pile 1 in a vertical state, propping up pile shoes 3 on pile foundation sites of a foundation, and keeping each folding assembly on the expandable outer sleeve 202 in the pile side self-expansion expander 2 in a folding state, wherein the top of the expandable outer sleeve 202 is close to the outer peripheral surface of the inner sleeve 201; then, downward pressure is applied to the pile top of the precast tubular pile 1, so that the precast tubular pile 1, the pile-side self-expansion expander 2, the pile shoe 3 and the liquid injection pipeline 4 are integrally driven into the designed depth.
It should be noted that, because pile sinking sites of the precast tubular piles are fixed, after the foundation surface is paid out and positioned according to the design file, the precast tubular piles 1 provided with the pile side self-expansion expander 2, the pile shoe 3 and the liquid injection pipeline 4 are integrally lifted by an automobile crane or a crane, and then the pile shoe 3 is placed on pile foundation sites on the foundation surface. The pile sinking process of the precast tubular pile 1 can adopt a hammering method or a static pressure method to apply downward pressure required by pile sinking. The final pile sinking depth of the precast pile 1 is required to be determined according to the design condition, and the precast pile is generally required to be driven into a bearing layer in the foundation. The pile sinking process of the prefabricated pipe pile 1 belongs to the prior art, and is not repeated.
And S3, connecting an inlet of the liquid injection pipeline 4 with water injection equipment, injecting water into the annular groove through the liquid injection pipeline 4, and pushing the expandable outer sleeve 202 to be expanded outwards in the radial direction after the expansion material 205 absorbs water and expands, so that the diameter of the top of the expandable outer sleeve 202 is expanded.
This step is performed after the precast tubular pile 1 carrying the pile-side self-expanding expander 2 and the pile shoe 3 is integrally driven into the foundation soil layer to a prescribed depth. After water is injected into the annular groove through the liquid injection pipeline 4, the expansion material 205 absorbs water and expands, and the volume of the expansion material increases to push the expandable outer sleeve 202 to open outwards. In this process, the two folding plates 222 are unfolded to be on the same circular table surface as the fixing plate 221, and at the same time, the folding plates 222 and the fixing plate 221 are turned around the hinge position at the bottom of the fixing plate 221, so that the whole expandable outer sleeve 202 is finally converted into an unfolded state, and the diameter of the top of the expandable outer sleeve 202 is enlarged. However, the diameter of the expandable outer sleeve 202 is enlarged but is insufficient to carry the load transferred by the pile body, so that the expanded expandable outer sleeve 202 needs to be grouted to provide radial supporting force for preventing shrinkage.
And S4, connecting an inlet of the grouting pipeline 4 with grouting equipment, injecting curable grouting slurry into the annular groove through the grouting pipeline 4, gradually filling the annular groove with the grouting slurry, and entering and filling an annular gap between the inner sleeve 201 and the precast tubular pile 1 when the slurry level reaches the height of the overflow port 204. And after the grouting slurry is solidified, an expansion structure for improving the bearing capacity and the pulling resistance of the pile body is formed on the pile body of the precast tubular pile 1.
In this step, the curable grouting slurry injected into the annular groove through the grouting pipe 4 may be in the form of concrete or cement slurry, and the grouting may be stopped after the annular groove and the annular gap are filled with the final grouting slurry, or the grouting may be continued for a while, so that part of the slurry may be injected between the pile-side self-expansion expander 2 and the surrounding soil body, and the integrity with the soil body may be improved. After the grouting slurry is solidified, the pile body expansion structure shown in fig. 8 can be formed, and the pile body expansion structure can improve the bearing capacity and the pulling resistance of the precast tubular pile 1.
In addition, in order to adapt to the requirements of different projects, the expansion angle of the expandable outer sleeve 202 can be flexibly adjusted in the specific construction process. The adjustment mode can be used for changing the diameter of the expanded groove cavity by adjusting the amount of the expansion material 205 filled in the groove cavity in advance or by adjusting the water injection amount.
In addition, in the water injection process of the step S3 and the grouting process of the step S4, the injection speed is required to be reasonably optimized, and the problem of uneven injection caused by too high injection speed is avoided.
The number of the slurry overflow ports 204 in the inner sleeve 201 may be plural, and each slurry overflow port 204 is uniformly distributed around the circumference of the cylinder, so as to improve the uniformity of slurry injection into the annular gap. Further, if necessary, the top height of the inner sleeve 201 may be lower than the top height of the expandable outer sleeve 202 when all the folding components are in the unfolded configuration, so that grouting slurry can not only enter through the overflow port 204, but also directly overflow from the top of the inner sleeve 201 to enter the annular gap, thereby improving grouting efficiency.
In the expandable outer sleeve 202, the specific shapes of the fixing plate 221 and the folding plate 222 can be adjusted according to the actual situation, so that the whole plate body can form a side surface of an inverted truncated cone after being finally tiled and unfolded. If a complete inverted circular truncated cone side is to be formed, the fixing plate 221 should be a sector ring shape, and the two folding plates 222 should be spliced into a sector shape, and the sides of the sector ring shape are longer than the same radius of the sector shape, so that the two fixing plates 221 can be spliced continuously just by filling the two folding plates 222. However, in practical application, because the arc-shaped plate body is difficult to process, and because the follow-up concrete or cement grouting slurry itself has a certain viscosity coefficient, the expandable outer sleeve 202 does not need to be a complete inverted round table side surface, and grouting slurry can be accumulated when gaps exist. In order to facilitate the processing of each plate body, in this embodiment, the fixing plate 221 adopted by the diameter-expandable outer sleeve 202 is in the shape of an isosceles trapezoid, the single folding plate 222 is in the shape of a right triangle, the two folding plates 222 are spliced into an inverted isosceles triangle in a manner of butt joint by right-angle sides, and the waist length of the isosceles trapezoid is equal to that of the isosceles triangle. The fixing plates 221 and the folding plates 222 are spliced by the edges of the waists, the bottoms of all the fixing plates 221 are also adhered and fixed on the outer circumference of the annular bottom plate 206 by the hinge pieces 223, and the folding plates 262 can be not hinged on the outer circumference of the pile shoe main body 201. The folding assemblies in the expandable outer sleeve 202 are all in a folding state initially, and when being pushed along the radial direction of the precast tubular pile 1, the folding assemblies are outwards laid down and expanded to be converted into an unfolding state, so that the top diameter of the expandable outer sleeve 202 is enlarged.
In this embodiment, hinge connections may be used for the three hinges 223 of the folding assembly and the hinges 223 required for the attachment plate 221 to hinge with the annular base plate 206. The gap between the hinge positions is kept as small as possible, and a certain gap is allowed as long as the through-type loss of grouting slurry is not caused.
In addition, in practical application, the expanding angle of the whole expandable outer sleeve 202 can be controlled by adjusting the dosage of the expanding material 205 in the annular groove and the water injection quantity in the annular groove, so that the expanding diameter of the expanding structure can be flexibly adjusted.
Finally, in the above embodiment, only one pile-side self-expansion expander 2 is provided on the precast pile 1, but in the engineering with higher requirements for pile foundation bearing capacity, a plurality of pile-side self-expansion expanders 2 may be provided at different heights on the precast pile 1.
In conclusion, the invention combines the basic principle of the extrusion expansion pile with the construction method of the precast tubular pile to carry out the optimal design, forms a local expansion structure on the pile body of the precast tubular pile by utilizing the pile side self-expansion expander, and finally forms the multi-fulcrum friction end bearing pile by pouring concrete or cement. The method combines the advantages of extrusion pile expansion and prefabrication pile. Compared with the conventional club-footed bored concrete pile, the method has the advantages of few construction steps and short time consumption, makes full use of the end resistance of each better soil layer in the effective range of the pile body, changes the friction pile into a multi-fulcrum friction end bearing pile, and can greatly improve the compression bearing capacity and the pulling bearing capacity of the prestressed pipe pile.
The above embodiment is only a preferred embodiment of the present invention, but it is not intended to limit the present invention. Various changes and modifications may be made by one of ordinary skill in the pertinent art without departing from the spirit and scope of the present invention. Therefore, all the technical schemes obtained by adopting the equivalent substitution or equivalent transformation are within the protection scope of the invention.
Claims (10)
1. A construction method of a precast tubular pile with a pile side self-expansion expander is characterized by comprising the following steps:
S1, coaxially sleeving a prefabricated pile side self-expansion expander (2) on a pile body of a prefabricated pipe pile (1) and connecting a liquid injection pipeline (4), and installing a pile shoe (3) on the pile end at the bottom of the prefabricated pipe pile (1);
The pile side self-expansion expander (2) comprises an inner sleeve (201) and an expandable outer sleeve (202) which are coaxially nested inside and outside, an extension section protruding out of the bottom of the expandable outer sleeve (202) is arranged at the bottom of the inner sleeve (201), the inner diameter of the inner sleeve (201) is larger than the outer diameter of the prefabricated pipe pile (1), and a clamp (203) for surrounding and hooping the inner sleeve (201) on the pile body of the prefabricated pipe pile (1) is arranged at the bottom of the extension section; the bottom of the expandable outer sleeve (202) is kept at a distance from the inner sleeve (201) and is sealed by an annular bottom plate (206), and the expandable outer sleeve (202), the inner sleeve (201) and the annular bottom plate (206) jointly enclose to form an annular groove with an upward opening;
The expandable outer sleeve (202) is formed by alternately splicing a plurality of fixing plates (221) and folding assemblies, and is in rotary connection with the annular bottom plate (206); a folding assembly is arranged between any two fixing plates (221), each folding assembly comprises two folding plates (222) and three hinging pieces (223), the inner side edges of the two folding plates (222) are rotationally connected through the hinging pieces (223), and the outer side edges of the two folding plates (222) are rotationally connected with the fixing plates (221) on the side through the hinging pieces (223); each folding assembly on the expandable outer sleeve (202) has two configurations, a folded configuration in which two folding plates (222) are folded in the annular groove, and an unfolded configuration in which two folding plates (222) are laid flat and lie on the same side of the inverted truncated cone as the fixing plate (221);
The annular grooves are filled with water-absorbing and expandable expansion materials (205), the diameter of the bottom surface of the expandable outer sleeve (202) is larger than that of the top surface but smaller than that of the pile shoe (3) when all folding assemblies are in a folded state, and the diameter of the top surface of the expandable outer sleeve (202) is larger than that of the bottom surface when all the folding assemblies are in an unfolded state; the inner sleeve (201) is provided with a slurry overflow port (204) penetrating through the wall of the cylinder, and the height of the slurry overflow port (204) is lower than the top surface of the expandable outer sleeve (202) when all folding components are in an unfolding form;
the liquid injection pipeline (4) is arranged along the outside of the prefabricated pipe pile (1), and the bottom outlet of the liquid injection pipeline extends into the annular groove;
S2, keeping the precast tubular pile (1) in a vertical state, supporting the pile shoe (3) on a pile foundation site of a foundation, and keeping each folding assembly on the expandable outer sleeve (202) in the pile side self-expansion expander (2) in a folding state, wherein the top of the expandable outer sleeve (202) is close to the outer peripheral surface of the inner sleeve (201); then applying downward pressure to the pile top of the precast tubular pile (1) to ensure that the precast tubular pile (1), the pile side self-expansion expander (2), the pile shoe (3) and the liquid injection pipeline (4) are integrally driven into the designed depth;
S3, connecting an inlet of the liquid injection pipeline (4) with water injection equipment, injecting water into the annular groove through the liquid injection pipeline (4), and pushing the expandable outer sleeve (202) to be expanded outwards in the radial direction after the expansion material (205) absorbs water and expands and to be converted into an expanded state, so that the expansion of the top diameter of the expandable outer sleeve (202) is realized;
S4, connecting an inlet of a grouting pipeline (4) with grouting equipment, injecting curable grouting slurry into the annular groove through the grouting pipeline (4), gradually filling the annular groove with the grouting slurry, and entering and filling an annular gap between the inner sleeve (201) and the prefabricated pipe pile (1) when the slurry liquid level reaches the height of the overflow port (204); and after the grouting slurry is solidified, an expansion structure for improving the bearing capacity and the pulling resistance of the pile body is formed on the pile body of the precast tubular pile (1).
2. A method of construction of a precast tubular pile with a pile-side self-expanding expander according to claim 1, characterized in that the top of the precast tubular pile (1) is subjected to the downward pressure required for pile sinking by hammering or hydrostatic pressure.
3. A method of construction of a precast tubular pile with a pile-side self-expanding expander according to claim 1, characterized in that a plurality of pile-side self-expanding expanders (2) are provided at different heights on the precast tubular pile (1).
4. A method of constructing a precast tubular pile having a pile side self-expanding expander as claimed in claim 1, in which the diameter of the pile shoe (3) is 5-10 cm greater than the diameter of the bottom surface of the expandable outer sleeve (202) in the folded configuration.
5. The construction method of the prefabricated pipe pile with the pile side self-expansion expander according to claim 1, wherein in the diameter-expandable outer sleeve (202), the fixing plate (221) is in an isosceles trapezoid shape, the folding plate (222) is in a right triangle shape, the two folding plates (222) are spliced into an inverted isosceles triangle shape, and the waist length of the isosceles trapezoid is equal to that of the isosceles triangle shape; the fixing plates (221) and the folding plates (222) are spliced through waist edges, and the bottoms of all the fixing plates (221) are attached and fixed on the outer circumference of the annular bottom plate (206) through hinge pieces (223); the folding assemblies in the expandable outer sleeve (202) are in a folding state initially, and when being pushed along the radial direction of the prefabricated pipe pile (1), the folding assemblies are outwards laid down and expanded to be converted into an expanding state, so that the top diameter of the expandable outer sleeve (202) is expanded.
6. A method of construction of a precast tubular pile with a pile side self-expanding expander according to claim 1, characterized in that the hinge (223) is a hinge connection.
7. A precast tubular pile construction method with a pile-side self-expanding expander according to claim 1, characterized in that the expanding material (205) is a water-absorbent resin.
8. A method of construction of a precast tubular pile with a pile-side self-expanding expander according to claim 1, characterized in that the precast tubular pile (1) is a concrete pile or a steel pile.
9. A method of constructing a precast tubular pile with a pile-side self-expanding expander as claimed in claim 1, wherein the inner sleeve (201) has a plurality of grout outlets (204) therein, and each grout outlet (204) is uniformly distributed circumferentially around the barrel; the liquid injection pipelines (4) are provided with a plurality of liquid injection pipelines, the inlets at the top of the liquid injection pipelines extend out of the pile top, and the outlets at the bottom of the liquid injection pipelines are uniformly distributed in the annular groove in the circumferential direction.
10. A method of constructing a precast tubular pile with a pile-side self-expanding expander according to claim 1, characterized in that the expandable outer sleeve (202) is changed in diameter after expansion by adjusting the amount of the expanding material (205) pre-filled in the groove cavity or by adjusting the water injection amount.
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Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201943069U (en) * | 2010-12-01 | 2011-08-24 | 张继红 | Precast compacting-enlarging pile |
| CN203924036U (en) * | 2014-05-16 | 2014-11-05 | 杭州江润科技有限公司 | A kind of pile for prestressed pipe of outsourcing active material pile body |
| WO2015058555A1 (en) * | 2013-10-27 | 2015-04-30 | 海南卓典高科技开发有限公司 | Pile-forming method for compound extruded and expanded pile and pile-forming equipment for compound extruded and expanded pile |
| CN106836179A (en) * | 2016-12-07 | 2017-06-13 | 浙江大学城市学院 | Vertical strengthening ribs enhanced bellows grouting pile and construction method |
| CN209854705U (en) * | 2019-04-26 | 2019-12-27 | 福建省龙湟市政工程有限公司 | Cement soil inserted PHC tubular pile bag grouting expanding pile |
| CN211773577U (en) * | 2019-08-21 | 2020-10-27 | 中国电建集团华东勘测设计研究院有限公司 | Pile head structure of prefabricated tubular pile |
| CN113653041A (en) * | 2021-09-17 | 2021-11-16 | 河海大学 | Expanded casing concrete pile and construction method thereof |
| CN113863289A (en) * | 2021-10-01 | 2021-12-31 | 浙大城市学院 | Double-layer sleeve concrete pile and construction method thereof |
| CN114382074A (en) * | 2021-11-30 | 2022-04-22 | 江苏联浦建材科技有限公司 | Concrete prefabricated part connecting structure, prefabricated pile, prefabricated pipe box and irrigation ditch |
| CN216839384U (en) * | 2021-12-30 | 2022-06-28 | 北京中岩大地科技股份有限公司 | Expansion end plate of precast concrete pile |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111663555B (en) * | 2020-06-24 | 2021-10-22 | 浙江大学 | Jacket pile shoe sealing system based on expanded high polymer and sealing method thereof |
-
2022
- 2022-08-16 CN CN202210983376.3A patent/CN115387337B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201943069U (en) * | 2010-12-01 | 2011-08-24 | 张继红 | Precast compacting-enlarging pile |
| WO2015058555A1 (en) * | 2013-10-27 | 2015-04-30 | 海南卓典高科技开发有限公司 | Pile-forming method for compound extruded and expanded pile and pile-forming equipment for compound extruded and expanded pile |
| CN203924036U (en) * | 2014-05-16 | 2014-11-05 | 杭州江润科技有限公司 | A kind of pile for prestressed pipe of outsourcing active material pile body |
| CN106836179A (en) * | 2016-12-07 | 2017-06-13 | 浙江大学城市学院 | Vertical strengthening ribs enhanced bellows grouting pile and construction method |
| CN209854705U (en) * | 2019-04-26 | 2019-12-27 | 福建省龙湟市政工程有限公司 | Cement soil inserted PHC tubular pile bag grouting expanding pile |
| CN211773577U (en) * | 2019-08-21 | 2020-10-27 | 中国电建集团华东勘测设计研究院有限公司 | Pile head structure of prefabricated tubular pile |
| CN113653041A (en) * | 2021-09-17 | 2021-11-16 | 河海大学 | Expanded casing concrete pile and construction method thereof |
| CN113863289A (en) * | 2021-10-01 | 2021-12-31 | 浙大城市学院 | Double-layer sleeve concrete pile and construction method thereof |
| CN114382074A (en) * | 2021-11-30 | 2022-04-22 | 江苏联浦建材科技有限公司 | Concrete prefabricated part connecting structure, prefabricated pile, prefabricated pipe box and irrigation ditch |
| CN216839384U (en) * | 2021-12-30 | 2022-06-28 | 北京中岩大地科技股份有限公司 | Expansion end plate of precast concrete pile |
Non-Patent Citations (2)
| Title |
|---|
| 桩侧注浆与扩底抗拔桩的极限载荷试验研究;吴江斌;王向军;王卫东;;地下空间与工程学报;20180215(01);全文 * |
| 膨胀抗拔桩施工技术;徐左屏;;施工技术;20170625(S1);全文 * |
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