CN107964948B - Super-large-diameter assembled hollow pile and splicing method thereof - Google Patents
Super-large-diameter assembled hollow pile and splicing method thereof Download PDFInfo
- Publication number
- CN107964948B CN107964948B CN201711153880.6A CN201711153880A CN107964948B CN 107964948 B CN107964948 B CN 107964948B CN 201711153880 A CN201711153880 A CN 201711153880A CN 107964948 B CN107964948 B CN 107964948B
- Authority
- CN
- China
- Prior art keywords
- pile
- spliced
- pieces
- annular
- splicing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 12
- 239000011083 cement mortar Substances 0.000 claims description 10
- 239000011148 porous material Substances 0.000 claims description 10
- CSCPPACGZOOCGX-UHFFFAOYSA-N Acetone Chemical compound CC(C)=O CSCPPACGZOOCGX-UHFFFAOYSA-N 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 230000001681 protective effect Effects 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000003822 epoxy resin Substances 0.000 claims description 3
- 229920000647 polyepoxide Polymers 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 6
- 238000005516 engineering process Methods 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 3
- 238000005260 corrosion Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 210000001503 joint Anatomy 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 239000003292 glue Substances 0.000 description 2
- 239000004519 grease Substances 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
Classifications
-
- 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
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
-
- 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
-
- 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
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
- E02D5/526—Connection means between pile segments
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
Abstract
The application discloses an oversized-diameter spliced hollow pile and a splicing method thereof, wherein the hollow pile comprises a plurality of pile pieces, the pile pieces are arc-shaped, the pile pieces are spliced in the circumferential direction to form a closed annular spliced pile section, and the annular spliced pile section is spliced in the axial direction to form the spliced hollow pile; the splicing gaps in the adjacent annular splicing pile sections are staggered; each adjacent pile sheet is connected in a matched manner through tenons and grooves, and the connection is further reinforced by adopting Gao Jiangwan bolts; pile pieces are connected in series along the axial direction through prestressed anchor cables, and pile pieces are connected in series along the annular direction through the prestressed anchor cables. The ultra-large diameter hollow pile is formed by splicing a plurality of pile pieces, the pile pieces can be prefabricated in a factory, and the whole pile body is spliced by the prestress anchor cable connection in a construction site. Moreover, each pile sheet can be prefabricated into different heights and widths according to the size requirement of the pile diameter, and the flexibility is high.
Description
Technical Field
The application belongs to the technical field of pile foundation construction, and particularly relates to an oversized-diameter assembled hollow pile and a splicing method thereof.
Background
At present, the pile foundation is mainly applied to highway bridges in China, and the development trend of the foundation is as follows: the pile diameter is developed from a large-diameter pile larger than 0.8m to an oversized-diameter pile larger than 2.5m in the traditional sense; structurally, the bearing platform is developed to the absence of the bearing platform; the solid pile is developed to the hollow pile on the section; and the pile number is developed by a plurality of rows of single or single row piles. Because of the special structure, the construction technology of the oversized hollow pile is greatly influenced by the size of the oversized hollow pile. The current construction of the ultra-large diameter hollow pile comprises two technologies of prefabricated pile section assembly and lowering and pore-forming cast-in-situ, and has the following defects:
(1) The precast pile section assembling technology has the problems that the pile section is too large in size and difficult to transport, assemble and the like;
(2) The pore-forming cast-in-situ technology has the problems of difficult formwork support, difficult pile bottom pouring, overhigh hydration heat of concrete and the like.
Disclosure of Invention
In order to solve the defects of the traditional oversized-diameter hollow pile, the application aims to provide the oversized-diameter assembled hollow pile and the splicing method thereof, wherein the oversized-diameter hollow pile is axially and circumferentially divided into a plurality of pile pieces to be prefabricated in a factory, and the pile pieces are connected and spliced into the whole pile body at a construction site.
In order to achieve the above purpose, the application is realized by adopting the following technical scheme:
the super-large-diameter spliced hollow pile comprises a plurality of pile pieces, wherein the pile pieces are arc-shaped, the pile pieces are spliced in the circumferential direction to form a closed annular spliced pile section, and the annular spliced pile sections are spliced in the axial direction to form the spliced hollow pile; the splicing gaps in the adjacent annular splicing pile sections are staggered;
each adjacent pile sheet is connected in a matched manner through tenons and grooves; pile pieces are connected in series along the axial direction through prestressed anchor cables, pile pieces are connected in series along the annular direction through the prestressed anchor cables, and adjacent pile pieces distributed along the annular direction are connected through high-strength bent bolts.
Further, the annular spliced pile section comprises a plurality of common pile pieces and a closed pile piece;
the common pile sheet and the closed pile sheet are respectively provided with an axial positioning tenon, a circumferential positioning tenon, an axial positioning groove, a circumferential positioning groove, an axial through hole and a circumferential splicing hole; the axial positioning tenons and the axial positioning grooves are respectively arranged on two corresponding end surfaces of the pile sheet, and the annular positioning tenons and the annular positioning grooves are respectively arranged on two corresponding side surfaces of the pile sheet; the annular splicing pore canal penetrates from one side face of the pile sheet to the adjacent side face of the pile sheet; the axial through hole channel is communicated along the axial direction of the hollow pile;
the common pile sheet is also provided with a circumferential through hole, and the circumferential through hole is communicated along the circumferential direction of the hollow pile;
the prestress anchor cable penetrates through the axial through hole and the annular through hole, and the high-strength bent bolts connect adjacent pile pieces in series through the annular splicing hole.
Further, the two axial through holes on each pile sheet are arranged, and the distance between the two nearest axial through holes between the adjacent common pile sheets is the same as the distance between the two axial through holes on each pile sheet.
Further, the inner side surface of each pile sheet in the bottommost annular spliced pile section is provided with a flange, and the flanges are in annular distribution with the inner side surfaces of the pile sheets; the flanges are distributed along the axial direction of the hollow pile; and the bottom annular spliced pile section is internally provided with a reinforcement cage and concrete, and the reinforcement cage and pile pieces in the layer of spliced units are fixedly connected into a whole after the concrete is finally solidified.
Further, the prestressed anchor cable comprises steel strands, a backing plate, an anchor plate, turn hoops, a guide head and a protective cover, wherein the steel strands are fixed into a bundle through the turn hoops, one end of each steel strand is connected with the guide head, the guide head is detachable, the other end of each steel strand is connected with the backing plate and the anchor plate, and small holes are formed in the anchor plate.
Furthermore, cement mortar is filled in the gaps between the axial through hole channels and the prestressed anchor cables and between the circumferential through hole channels and the prestressed anchor cables.
Further, the high-strength bent bolt comprises a bent screw rod and nuts arranged at two ends of the screw rod; cement mortar is injected between the gap between the high-strength bent bolt and the annular splicing pore canal.
Furthermore, each pile sheet is internally provided with a reinforcing mesh.
The splicing method of the hollow pile is characterized by comprising the following steps:
step 1: after the holes are formed at the preset pile positions and cleaned and leveled, pile pieces are sequentially hung into the bottoms of the holes, axial pre-stress anchor cables are arranged on each pile piece in advance, adjacent pile pieces in the circumferential direction are connected by tenons and grooves, and a plurality of pile pieces are spliced to form a bottom layer annular spliced pile section; each two adjacent pile pieces are further fixed through a high-strength bent bolt; penetrating a prestress anchor cable along the circumferential direction and stretching the prestress;
step 2: hanging a reinforcement cage in the bottom layer annular spliced pile section, pouring pile bottom concrete, and forming a complete oversized-diameter hollow pile bottom;
step 3: sequentially hoisting pile pieces of the next pile body, connecting the pile pieces of the upper section and the lower section by utilizing tenons and grooves, and staggering pile splicing when the pile sections are axially connected, so that a through seam cannot appear;
step 4: and repeating the steps, and tensioning the pre-stress for the axial pre-stress anchor cable after all pile pieces are spliced, so that the splicing of the hollow pile with the ultra-large diameter is completed. .
Further, the pile segment surface is cleaned by acetone and coated with epoxy resin glue sand.
Compared with the prior art, the application has the beneficial effects that:
(1) The ultra-large diameter hollow pile is formed by splicing a plurality of pile pieces, the pile pieces can be prefabricated in a factory, and the whole pile body is spliced by the prestress anchor cable connection in a construction site. Moreover, each pile sheet can be prefabricated into different heights and widths according to the size requirement of the pile diameter, and the flexibility is high.
(2) Each pile sheet is connected with the adjacent pile sheets through tenons and positioning grooves, each annular spliced pile section (namely each pile body) is provided with a prestressed anchor cable along the annular direction, annular prestress is tensioned, and the tension force between the annular pile sheets is improved; adjacent pile pieces along the circumferential direction are also connected through high-strength bent bolts; and a prestressed anchor cable is arranged along the axial direction of the pile body of the hollow pile, so that the axial tension force of the annular spliced pile section is increased.
(3) Each annular spliced pile section comprises a plurality of common pile pieces and a closed pile piece, wherein the closed pile pieces are not provided with annular through holes and are all provided with annular spliced holes, after the pile pieces are spliced into an annular shape, the prestress anchor cable enters the annular spliced holes on one side of the closed pile pieces and sequentially passes through the annular through holes of the common pile pieces, and then passes out of the annular spliced holes on the other side of the closed pile pieces, so that the splicing of the broken pile pieces can be realized rapidly; and the strength of the spliced hollow pile with the ultra-large diameter is ensured due to the adoption of multiple fixing of the prestressed anchor cable and the high-strength bolt.
Drawings
Fig. 1 is a schematic overall structure of the present application, (a) is an isometric view of a pile body of a hollow pile, and (b) is a plan view of the pile body.
Fig. 2 is a structural view of a general pile sheet according to the present application, (a) is an isometric view, (b) is a pile sheet structural view, (c) is a plan view, and (d) is an I-I sectional view of the view (c).
Fig. 3 is a block diagram of a closed pile sheet according to the present application, (a) is an isometric view, (b) is a pile sheet structure view, (c) is a plan view, and (d) is a sectional view of the pile sheet (c) in section I-I.
Fig. 4 is a schematic structural view of the bottommost pile-sheet, (a) is an isometric view of a common pile-sheet, and (b) is an isometric view of a closed pile-sheet.
Fig. 5 is a schematic structural view of a high strength bolt.
Fig. 6 is a schematic structural view of a pre-stressed anchor.
FIG. 7 is a schematic diagram of the assembly process of the oversized hollow pile of the application, (a) positioning of the pile pieces of the bottom section, (b) assembly of the pile pieces of the bottom section, (c) assembly of the pile pieces of the closed pile pieces of the bottom section, (d) Zhang Lahuan pre-stressing, (e) hoisting the pile bottom reinforcement cage, (f) casting pile bottom concrete, (g) installing the pile pieces of the next section, and (h) stretching the axial pre-stressing.
Meaning of the reference numerals in the drawings: 1-pile sheet, 2-prestressed anchor cable, 3-high-strength bent bolt, 4-reinforcement cage, 5-concrete, 6-reinforcement net,
(1-1) -a common pile sheet, (1-2) -a closed pile sheet, (1-3) -an axial positioning tenon, (1-4) -a circumferential positioning tenon, (1-5) -an axial positioning groove, (1-6) -a circumferential positioning groove, (1-7) -an axial through hole, (1-8) -a circumferential splicing hole, (1-9) -a circumferential through hole and (1-10) -a flange;
(2-1) -steel strands, (2-2) -backing plates, (2-3) -anchor plates, (2-4) -hoops, (2-5) -guide heads, (2-6) -protective covers;
(3-1) -screw, (3-2) -nut.
The following examples illustrate the application in further detail.
Detailed Description
The following detailed description of the embodiments of the present application refers to the accompanying drawings, and it should be noted that the present application is not limited to the following specific examples, and all equivalent changes made on the basis of the technical solution of the present application fall within the protection scope of the present application.
As shown in fig. 1, the application discloses an oversized-diameter spliced hollow pile, which comprises a plurality of pile pieces 1, wherein the pile pieces are arc-shaped, the pile pieces 1 are spliced in the circumferential direction to form a closed annular spliced pile section, and the annular spliced pile section is spliced in the axial direction to form the spliced hollow pile; the splicing gaps in adjacent annular splicing pile sections are staggered; the axial through seam between the pile sections after connection is avoided, and the connection strength is improved.
Each adjacent pile sheet is connected in a matched manner through tenons and grooves, so that seamless connection between the pile sheets is ensured; pile pieces are connected in series along the axial direction through the pre-stressed anchor cables 2, the pile pieces are connected in series along the annular direction through the pre-stressed anchor cables 2, and the adjacent pile pieces 1 distributed along the annular direction are connected through high-strength bent bolts 3. Through multiple fixing, the strength of the spliced oversized-diameter hollow pile is ensured.
Specifically, the annular spliced pile section comprises a plurality of common pile pieces 1-1 and a closed pile piece 1-2; as shown in FIG. 2, the common pile sheet is provided with an axial positioning tenon 1-3, a circumferential positioning tenon 1-4, an axial positioning groove 1-5, a circumferential positioning groove 1-6, an axial through hole channel 1-7, a circumferential splicing hole channel 1-8 and a circumferential through hole channel 1-9.
The axial positioning tenons 1-3 and the axial positioning grooves 1-5 are respectively arranged on two corresponding end surfaces of the pile sheet, the axial positioning grooves 1-5 are in butt joint with the axial positioning tenons 1-3, and positioning is assisted when the pile sheet is spliced axially, so that the pile sheet is convenient to fix and splice; the annular positioning tenons 1-4 and the annular positioning grooves 1-6 are respectively arranged on two corresponding side surfaces of the pile sheet; the annular positioning groove 1-6 is in butt joint with the annular positioning tenons 1-4, positioning is assisted when the pile pieces are spliced in the annular direction, and the pile pieces are convenient to fix and splice;
the axial through hole channels 1-7 are communicated along the axial direction of the hollow pile and are used for penetrating the axial prestress steel bundles, and splicing pile pieces are axially heightened; the annular splicing pore canal 1-8 penetrates from one side surface of the pile sheet to the adjacent side surface thereof and is used for inserting an annular high-strength bending bolt 3 and splicing the pile sheet in an annular way; the annular through holes 1-9 are communicated along the annular direction of the hollow pile; and after the splicing of the circumferential pile pieces is completed, the circumferential pre-stressed anchor cable 2 is inserted, so that the overall stress performance of the circumferential pile pieces is improved.
As shown in fig. 3, the closed pile piece is also provided with an axial positioning tenon 1-3, a circumferential positioning tenon 1-4, an axial positioning groove 1-5, a circumferential positioning groove 1-6, an axial through hole channel 1-7 and a circumferential splicing hole channel 1-8, and the functions of the structures of the closed pile piece are the same as those of the common pile piece. The annular through hole channels 1-9 are not arranged on the closed pile pieces, and the annular splicing hole channels 1-8 are arranged on two sides of the closed pile pieces and serve as the penetrating holes and the penetrating holes of the annular pre-stress anchor cable and are used for tensioning the pre-stress of the annular pre-stress anchor cable and providing anchoring of the bundle ends of the pre-stress anchor cable.
Further, there are two axial through holes 1-7 on each pile sheet, and the distance between two nearest axial through holes 1-7 between adjacent common pile sheets is the same as the distance between two axial through holes on each pile sheet. In this way, the gaps formed between the pile sections along the axial direction can be ensured to be staggered so as not to form through gaps.
Further, as shown in fig. 4, the inner side surface of each pile sheet in the bottom layer annular spliced pile section is also provided with flanges 1-10, and the flanges 1-10 are fitted with the inner side surface of the pile sheet 1 and distributed in a circumferential direction; the plurality of flanges are distributed along the axial direction of the hollow pile; the annular spliced pile section at the bottommost layer is internally provided with a steel reinforcement cage 4, the diameter of the steel reinforcement cage is smaller than the inner diameter of the flange, and the steel reinforcement cage bears the tensile force in the stress process of the hollow pile. The bottom layer annular spliced pile section is filled with concrete 5, and the cement mortar bears pressure in the stress process of the hollow pile. Wherein, the flanges 1-10 are tightly meshed with the concrete 5, so that the contact area between the cement mortar and the inner wall of the pile section is increased. The cement mortar 5 is used for solidifying the reinforcement cage 4 and pile pieces in the spliced pile section into a whole to form a complete stressed pile bottom concrete bottom plate.
Specifically, as shown in fig. 5, the high-strength bent bolt 3 of the present application comprises a bent screw 3-1 and nuts 3-2 provided at both ends of the screw, for connecting adjacent pile pieces through circumferential splicing tunnels 1-8 of the pile pieces and for pressing cement mortar between the bolt and the gaps of the tunnels; the method has two functions: the bonding between the bent bolt and the connecting duct is enhanced, so that the bolt does not move in the duct; and secondly, the screw rod is separated from air, so that the bolt rod is prevented from being corroded.
Specifically, as shown in FIG. 6, the prestressed anchor cable of the application comprises steel strands 2-1, a backing plate 2-2, an anchor plate 2-3, a turn hoop 2-4, a guide head 2-5 and a protective cover 2-6, wherein a plurality of steel strands 2-1 are fixed into a bundle through the turn hoop 2-4, one end of the steel strands 2-1 is connected with the guide head 2-5, the guide head 2-5 is detachable, the other end of the steel strands 2-1 is connected with the backing plate 2-2 and the anchor plate 2-3, and the anchor plate 2-3 is provided with small holes for pressing cement mortar into a pore canal to seal pores between the prestressed anchor cable and the pore canal; the prestressed anchor cable passes through the annular through hole and the axial through hole and stretches the prestress, so that the overall performance of the pile piece is higher; the protective covers 2-6 are internally provided with anti-corrosion grease to prevent the anchor heads from corrosion.
Further, as shown in fig. 7, a reinforcing mesh 6 is arranged in each pile sheet 1, and is used as a pile sheet constructional steel bar, so that the stress performance of the pile sheet is improved.
The application also discloses a splicing method of the oversized-diameter hollow pile, as shown in fig. 7, which is a schematic diagram of the splicing process of the oversized-diameter hollow pile, and specifically comprises the following steps:
step 1: forming holes at the established pile positions, cleaning and flattening, cleaning the cross section of each pile piece by using acetone, brushing epoxy resin glue sand, splicing the bottoms of the holes by gradually hanging the bottom common pile pieces 1 shown in fig. 4, and finally sealing by using the sealing pile pieces 1-2 to form a bottom annular spliced pile section;
arranging an axial pre-stress anchor cable 2 on each pile sheet in advance, penetrating the pre-stress anchor cable from the annular splicing pore canal 1-8 of the closed pile sheet after passing through the annular through pore canal 1-9 of the common pile sheet in sequence, and removing the guide head 2-5 for anchoring; cement mortar is injected into a gap between the circumferential through hole channels 1-9 and the prestressed anchor cable 2 through small holes in the middle of the anchor plate 2-3, so that the circumferential through hole channels 1-9 are completely filled, the protective cover 2-6 is installed, and anti-corrosion grease is injected into the protective cover;
each two adjacent pile pieces are further fixed through a high-strength bent bolt 3;
step 2: lifting a reinforcement cage 5 in the bottom layer annular spliced pile section, pouring pile bottom concrete, and forming a complete oversized-diameter hollow pile bottom;
step 3: the common pile piece 1-1 and the sealed pile piece 1-2 of the next pile section are sequentially hoisted, so that the common pile piece 1-1 and the sealed pile piece 1-2 penetrate through the fixed axial prestress anchor cable; the tenon and the positioning groove on the pile sheet are utilized to connect the pile sheets of the upper section and the lower section, pile joints are required to be staggered for pile splicing when the pile sections are axially connected, and through seams cannot occur; then using Gao Jiangwan bolts (3) and prestressed anchor cables (2) to connect adjacent pile pieces in the circumferential direction as in the step 1;
step 4: and repeating the steps, tensioning the prestress of the axial prestress anchor cable 2 after all pile pieces are spliced, and unloading the guide head of the prestress anchor cable 2 for anchoring, thereby completing the splicing of the oversized-diameter hollow pile.
Claims (5)
1. The splicing method of the oversized-diameter spliced hollow pile is characterized in that the oversized-diameter spliced hollow pile comprises a plurality of pile pieces (1), wherein the pile pieces are arc-shaped, the pile pieces (1) are spliced in the circumferential direction to form a closed annular spliced pile section, and the annular spliced pile sections are spliced in the axial direction to form the spliced hollow pile; the splicing gaps in the adjacent annular splicing pile sections are staggered;
each adjacent pile sheet is connected in a matched manner through tenons and grooves; pile pieces are connected in series along the axial direction through pre-stress anchor cables (2), the pile pieces are connected in series along the annular direction through the pre-stress anchor cables (2), and adjacent pile pieces (1) distributed along the annular direction are connected through high-strength bent bolts (3);
the annular spliced pile section comprises a plurality of common pile pieces (1-1) and a closed pile piece (1-2);
the common pile sheet and the closed pile sheet are respectively provided with an axial positioning tenon (1-3), a circumferential positioning tenon (1-4), an axial positioning groove (1-5), a circumferential positioning groove (1-6), an axial through hole (1-7) and a circumferential splicing hole (1-8); the axial positioning tenons (1-3) and the axial positioning grooves (1-5) are respectively arranged on two corresponding end surfaces of the pile sheet, and the annular positioning tenons (1-4) and the annular positioning grooves (1-6) are respectively arranged on two corresponding side surfaces of the pile sheet; the annular splicing pore passages (1-8) are communicated from one side face of the pile sheet to the adjacent side face thereof; the axial through hole channels (1-7) are communicated along the axial direction of the hollow pile;
the common pile sheet (1-1) is also provided with a circumferential through hole channel (1-9), and the circumferential through hole channel is communicated along the circumferential direction of the hollow pile;
the prestress anchor cable (2) penetrates through the axial through hole channels (1-7) and the annular through hole channels (1-9), and the high-strength bent bolts (3) are connected with adjacent pile pieces in series through the annular splicing hole channels (1-8);
the distance between two axial through holes (1-7) closest to each adjacent common pile sheet is the same as the distance between two axial through holes on each pile sheet;
the inner side surface of each pile sheet in the bottommost annular spliced pile section is provided with flanges (1-10), and the flanges (1-10) are attached to the inner side surface of the pile sheet (1) and distributed in a circumferential direction; the flanges are distributed along the axial direction of the hollow pile; the steel reinforcement cage (4) and the concrete (5) are arranged in the bottommost annular spliced pile section, and the steel reinforcement cage (4) and the pile pieces (1) in the layer of spliced units are fixedly combined into a whole by the concrete (5);
the prestress anchor cable comprises steel strands (2-1), a base plate (2-2), an anchor plate (2-3), a turn hoop (2-4), guide heads (2-5) and a protective cover (2-6), wherein the steel strands (2-1) are fixed into a bundle through the turn hoop (2-4), one end of each steel strand (2-1) is connected with the guide head (2-5), the guide heads (2-5) are detachable, the other end of each steel strand (2-1) is connected with the base plate (2-2) and the anchor plate (2-3), and small holes are formed in the anchor plate (2-3);
the splicing method of the ultra-large diameter spliced hollow pile comprises the following steps:
step 1: after a hole is formed at a preset pile position and the pile position is cleaned and leveled, pile pieces (1) are successively hung into the bottom of the hole, axial pre-stress anchor cables (2) are arranged on each pile piece in advance, adjacent pile pieces in the circumferential direction are connected by tenons and grooves, and a plurality of pile pieces are spliced to form a bottom layer annular spliced pile section; each two adjacent pile pieces are further fixed through a high-strength bent bolt (3); penetrating a prestress anchor cable (2) along the circumferential direction and tensioning the prestress;
step 2: hanging a reinforcement cage in the bottom layer annular spliced pile section, pouring pile bottom concrete, and forming a complete oversized-diameter hollow pile bottom;
step 3: sequentially hoisting pile pieces of the next pile body, connecting the pile pieces of the upper section and the lower section by utilizing tenons and grooves, and staggering pile splicing when the pile sections are axially connected, so that a through seam cannot appear;
step 4: and repeating the steps, and tensioning the pre-stressing force to the axial pre-stressing anchor cable (2) after all pile pieces are spliced, so that the splicing of the hollow pile with the ultra-large diameter is completed.
2. The splicing method of the ultra-large diameter spliced hollow pile according to claim 1, wherein cement mortar is filled in gaps between the axial through holes (1-7) and the prestressed anchor cable (2) and gaps between the circumferential through holes (1-9) and the prestressed anchor cable (2).
3. The splicing method of the ultra-large diameter split hollow pile according to claim 1, wherein the high-strength bent bolt (3) comprises a bent screw (3-1) and nuts (3-2) arranged at two ends of the screw; cement mortar is injected between the gaps of the high-strength bent bolts (3) and the annular splicing pore channels (1-8).
4. The splicing method of the ultra-large diameter spliced hollow pile according to claim 1, wherein each pile sheet (1) is internally provided with a reinforcing mesh (6).
5. The splicing method of the ultra-large diameter split hollow pile according to claim 1, wherein acetone is used for cleaning the pile segment surface, and epoxy resin mortar is coated on the pile segment surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711153880.6A CN107964948B (en) | 2017-11-20 | 2017-11-20 | Super-large-diameter assembled hollow pile and splicing method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711153880.6A CN107964948B (en) | 2017-11-20 | 2017-11-20 | Super-large-diameter assembled hollow pile and splicing method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107964948A CN107964948A (en) | 2018-04-27 |
| CN107964948B true CN107964948B (en) | 2023-09-19 |
Family
ID=62000326
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711153880.6A Active CN107964948B (en) | 2017-11-20 | 2017-11-20 | Super-large-diameter assembled hollow pile and splicing method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107964948B (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2580041B8 (en) * | 2018-12-19 | 2023-06-07 | Keltbray Ltd | Improvements in and relating to pile foundations |
| CN109518687A (en) * | 2018-12-25 | 2019-03-26 | 江西联保工程咨询有限公司 | A kind of destructing finite elements pin-connected panel prestressed pile suitable for stake bottom hammer piling |
| CN109853605B (en) * | 2019-02-14 | 2023-11-03 | 中交第二航务工程局有限公司 | UHPC pile column integrated structure free of bearing platform and construction method |
| CN109898506A (en) * | 2019-03-22 | 2019-06-18 | 浙江大学 | Stir grooving plug-in type Prefabricated composite box foundation structure and construction method |
| CN110284723B (en) * | 2019-06-10 | 2020-09-08 | 河北工业大学 | Composite structure for sleeving hollow pile on periphery of existing pile and construction method thereof |
| CN111037804A (en) * | 2020-02-23 | 2020-04-21 | 杨松 | Rubber block fine crushing toothed roller of waste heavy-duty tire casing crushing robot |
| CN112012236B (en) * | 2020-09-07 | 2021-08-31 | 重庆共联建筑工程（集团）有限责任公司 | Bridge foundation construction method for old city reconstruction |
| CN112352495A (en) * | 2020-11-06 | 2021-02-12 | 广州市银象石材有限公司 | Ecological rod body laying method applied to green mine treatment |
| GB2606724A (en) * | 2021-05-17 | 2022-11-23 | Keltbray Ltd | Pile assembly and method of making a pile assembly |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362517A (en) * | 2013-07-31 | 2013-10-23 | 上海市政工程设计研究总院（集团）有限公司 | Assembled jacking pipe |
| CN105544528A (en) * | 2016-01-22 | 2016-05-04 | 铁道第三勘察设计院集团有限公司 | Prefabricated assembling type externally pre-stressed anchoring anti-slide pile |
| CN206035500U (en) * | 2016-08-30 | 2017-03-22 | 上海市政工程设计研究总院（集团）有限公司 | Adopt prestressing steel's section of jurisdiction connecting device |
| CN107338804A (en) * | 2017-06-13 | 2017-11-10 | 安徽建工集团有限公司 | A kind of hollow independent composite pile foundation of super-large diameter and its method of construction |
| CN207582460U (en) * | 2017-11-20 | 2018-07-06 | 长安大学 | A kind of super-large diameter splices hollow pile |
-
2017
- 2017-11-20 CN CN201711153880.6A patent/CN107964948B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362517A (en) * | 2013-07-31 | 2013-10-23 | 上海市政工程设计研究总院（集团）有限公司 | Assembled jacking pipe |
| CN105544528A (en) * | 2016-01-22 | 2016-05-04 | 铁道第三勘察设计院集团有限公司 | Prefabricated assembling type externally pre-stressed anchoring anti-slide pile |
| CN206035500U (en) * | 2016-08-30 | 2017-03-22 | 上海市政工程设计研究总院（集团）有限公司 | Adopt prestressing steel's section of jurisdiction connecting device |
| CN107338804A (en) * | 2017-06-13 | 2017-11-10 | 安徽建工集团有限公司 | A kind of hollow independent composite pile foundation of super-large diameter and its method of construction |
| CN207582460U (en) * | 2017-11-20 | 2018-07-06 | 长安大学 | A kind of super-large diameter splices hollow pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107964948A (en) | 2018-04-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107964948B (en) | Super-large-diameter assembled hollow pile and splicing method thereof | |
| CN107165272B (en) | Prestressed assembled concrete frame node connecting structure and construction method thereof | |
| US10161090B2 (en) | Method for launching/constructing bridge using assembly of precast bottom plate and concrete-filled steel tube truss girder | |
| KR101394193B1 (en) | Incremental launching apparatus for launching concrete slab for composite bridge using form of buried type | |
| CN110792164B (en) | Transverse assembling device and method for assembled shear wall | |
| KR101214602B1 (en) | Incremental launching apparatus for constructing rail-type concrete slab of composite bridge using shearing connector rail, and method for the same | |
| KR101693256B1 (en) | Construction method of prefabricated psc bridge | |
| CN104264575A (en) | Prestressed steel box concrete combination continuous beam bridge structure and construction technology | |
| CN109235222B (en) | Light full-assembly type large cantilever ultrahigh-performance concrete finned beam and construction method thereof | |
| CN111364364A (en) | Construction method for cast-in-place prestressed concrete continuous box girder | |
| CN110565506B (en) | Segmental prefabricated assembled bent cap and construction method thereof | |
| JP3635004B2 (en) | Bridge cantilever construction method | |
| KR101230049B1 (en) | Incremental launching apparatus for launching concrete slab for bridge using form and rail, and constructing method for the same | |
| CN107288024B (en) | Assembled beam body and construction method thereof | |
| CN110565550A (en) | Assembly type self-draining pipe culvert and assembly method thereof | |
| JP2001262513A (en) | Cable stayed bridge having composite synthetic steel tube beam material with slab and method of installing the beam material | |
| CN207582460U (en) | A kind of super-large diameter splices hollow pile | |
| CN216193973U (en) | Pier shaft structure is assembled to prefabricated segment | |
| JP2020063598A (en) | Hinge part reinforcement method and reinforcement structure in hinged girder bridge with pc | |
| CN210421155U (en) | Precast concrete base of corrugated steel plate comprehensive pipe gallery | |
| CN211446640U (en) | Assembled is from water drainage pipe culvert | |
| CN211645915U (en) | Prefabricated prestressed steel and concrete splicing simply-supported combined box girder | |
| CN217460274U (en) | A exempt from to tear open prefabricated template for construction of pier tie beam | |
| CN217556671U (en) | Pier is assembled to prefabricated festival segmentation step variable cross section | |
| CN215670299U (en) | Prestress combined shear wall building structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |