CN113389205A - Recoverable anchored prestressed foot-hanging pile supporting structure and construction method - Google Patents
Recoverable anchored prestressed foot-hanging pile supporting structure and construction method Download PDFInfo
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- CN113389205A CN113389205A CN202110742634.4A CN202110742634A CN113389205A CN 113389205 A CN113389205 A CN 113389205A CN 202110742634 A CN202110742634 A CN 202110742634A CN 113389205 A CN113389205 A CN 113389205A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
- E02D5/765—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor removable
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- Piles And Underground Anchors (AREA)
Abstract
The invention belongs to the technical field of foundation pit supporting and discloses a recoverable anchored prestressed foot-hanging pile supporting structure and a construction method, wherein the recoverable anchored prestressed foot-hanging pile supporting structure is arranged in a soil-rock combined foundation pit and comprises foot-hanging piles arranged on the side near the vacancy of soil in the foundation pit, and the bottom ends of the foot-hanging piles are arranged on a rock mass; the anchor rods are divided into two groups, the first group of anchor rods are vertically arranged in the foot hanging piles and downwards penetrate through the rock mass, and the second group of anchor rods obliquely penetrate through the foot hanging piles and the soil mass and/or obliquely penetrate through the foot hanging piles and the rock mass; the stock includes anchor bar and anchor subassembly, and the anchor subassembly is located the bottom that is located soil body or rock mass of anchor bar, is detachable to be connected between anchor subassembly and the anchor bar. The foot-lifting pile of the invention does not enter the rock, thus reducing the cost of entering the rock of the foot-lifting pile, having simple construction, and being capable of recovering the anchor bars after the construction is finished, thereby realizing the recovery and the reutilization of the anchor bars, reducing the cost and lightening the pollution to the surrounding environment.
Description
Technical Field
The invention relates to the technical field of foundation pit supporting, in particular to a recoverable anchored prestressed foot-hanging pile supporting structure and a construction method.
Background
Along with the development of national economy, the urbanization pace is accelerated, the underground space development scale is larger and larger, and the foundation pit excavation is larger and deeper; and (3) covering the relatively thin coastal, hilly and mountain areas with soil layers, and increasing more foundation pits with soil at the upper part and rock at the lower part of the excavation surface, namely soil-rock combined foundation pits. Common supporting forms for the foundation pit comprise a foot hanging pile, a composite soil nailing wall and a conventional supporting pile. The foot-hanging pile generally adopts a foot-hanging pile, a trapezoid shoulder-shaped foot protector and an anchor rod foot locking structure, the width of a shoulder and the quality of a foot-locking anchor rod determine the success or failure of a supporting structure, and the safety degree is low; the width of the rock shoulder is difficult to control in the process of blasting and excavating the rock, and the width of the rock shoulder of a deeper foundation pit is limited, so that the supporting depth is limited, the pile bottom needs to be embedded into the rock shoulder for a certain depth, and the drilling progress is slow and high in cost. The composite soil nailing wall structure generally adopts a micro pile, a soil nail and an anchor rod, and is only suitable for foundation pits with simple surrounding environment and shallow excavation depth; the conventional support pile needs to embed the pile bottom into the pit bottom for a certain depth, and has high construction cost and long construction period for a foundation pit with a higher rock surface. The supporting structure commonly used for the foundation pit is used as a temporary structure, the supporting structure is in service after the underground structure is completed, and the supporting structure is kept underground along with the backfilling of the foundation pit, so that a large amount of steel is wasted.
Disclosure of Invention
The invention aims to provide a recoverable anchored prestressed foot-hanging pile supporting structure and a construction method, and aims to solve the problems of steel waste and complex construction.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention provides a recoverable anchored prestressed foot-hanging pile supporting structure which is arranged in a soil-rock combined foundation pit and comprises:
the foot hanging pile is arranged on the side near the empty space of the soil body, and the bottom end of the foot hanging pile is arranged on the rock body;
the anchor rods are divided into two groups, the first group of anchor rods are vertically arranged in the foot hanging piles and downwards penetrate through the rock mass, and the second group of anchor rods are obliquely arranged in the foot hanging piles and the soil mass and/or obliquely arranged in the foot hanging piles and the rock mass;
the stock includes anchor bar and anchor subassembly, the anchor subassembly is located the anchor bar is located the soil body or bottom in the rock mass, the anchor subassembly with be detachable connection between the anchor bar.
Optionally, the anchoring assembly comprises:
the bearing platform is provided with a central through hole, and the central through hole is a circular platform hole;
at least two wedge-shaped pressing sheets are arranged, the bottom ends of the anchor bars are surrounded by the at least two wedge-shaped pressing sheets and are in threaded connection with the bottom ends of the anchor bars, and the wedge-shaped pressing sheets are arranged in the central through hole in a penetrating mode and are fixed;
the wedge-shaped ejector pins are arranged on the end surface of the bottom end of the anchor rib, at least two wedge-shaped slide ways are arranged on the bottom end of the anchor rib, the wedge-shaped ejector pins and the wedge-shaped slide ways are arranged correspondingly, and the wedge-shaped ejector pins can slide into the wedge-shaped slide ways to enable the wedge-shaped pressing sheets to be separated from the anchor rib;
the thimble sleeve is sleeved outside the at least two wedge-shaped thimbles;
and the sealing cover covers the wedge-shaped thimble and the thimble sleeve and is fixed on the bearing table, and the thimble sleeve and the wedge-shaped thimble are fixedly connected with the sealing cover.
Optionally, the stock still includes locking Assembly, locking Assembly includes backing plate and lock nut, the top of dowel wears to establish the davit stake with the backing plate and with lock nut locking is in order with the fixed tensioning of dowel.
Optionally, the stock still includes keeps apart the support, keep apart the support and be equipped with a plurality ofly, it is a plurality of keep apart the support and follow anchor bar major axis direction interval sets up, the anchor bar is worn to establish with spacing on the isolation support.
Optionally, the stock still includes the slip casting pipe, the slip casting pipe wear to establish with spacing on the isolation support.
Optionally, the foot pile that hangs is including indulging muscle, stirrup and support reinforcing bar, and is a plurality of the stirrup interval sets up indulge the major axis direction of muscle, and is a plurality of it pastes to indulge the muscle lean on the inside wall interval of stirrup sets up, the both ends of support reinforcing bar are connected respectively the inside wall of stirrup with will the stirrup place plane is divided into and is faced native semicircle region and face empty semicircle region, the anchor bar sets up face native semicircle region.
Optionally, the anchor bars are in face the circular arc section in the native semicircle region and paste and lean on the stirrup inside wall and with indulge the muscle and set up in turn, the anchor bars are in face the straightway in the native semicircle region and paste and lean on the support reinforcing bar interval sets up.
Optionally, the stock still includes isolation sleeve, isolation sleeve cover is established on the anchor muscle, isolation sleeve's bottom end is in the plummer top.
The invention also provides a construction method of the recoverable anchored prestressed hanging foot pile supporting structure, which comprises the following steps:
s1, arranging an anchoring component at the bottom end of each anchor bar to form an anchor rod;
s2, drilling anchor holes in a soil body and a rock body respectively, then enabling the anchor rod to penetrate through the anchor holes in the foot hanging pile and the soil body, and/or enabling the anchor rod to penetrate through the anchor holes in the foot hanging pile and the rock body, and finally grouting;
and S3, after the construction of the rock shoulder in the foundation pit is finished, pulling out the anchor bars to realize the recovery of the anchor rods.
Optionally, the anchor rod recovery specific process is as follows:
s31, applying upward pull force to the anchor bars to separate the locking nuts from the backing plate, and removing the locking nuts;
s32, applying axial downward impact force to the anchor bars to enable the bottom ends of the anchor bars to slide into the thimble sleeves, and enabling the wedge-shaped thimbles to slide into the wedge-shaped slideways to enable the wedge-shaped clamping pieces to be separated from the bottom ends of the anchor bars;
and S33, pulling out the anchor bars upwards to realize recovery.
The invention has the beneficial effects that:
according to the recoverable anchored prestressed foot pile supporting structure, the foot pile is arranged on the rock body and does not enter the rock, the anchor rod is arranged in the foot pile and penetrates through the rock body downwards to fix the foot pile, the anchor rod and the foot pile are fixed into a whole, the stability of the whole structure is guaranteed, the cost of entering the foot pile into the rock is reduced, and the construction is simple. The anchor bars are arranged vertically and obliquely, the deformation of the foundation pit can be effectively controlled by applying prestress, and the fixing strength between the foot hanging pile and the soil body and between the foot hanging pile and the rock body is improved. Through set up detachable anchor subassembly in the dowel bottom, retrieve the dowel after the construction of being convenient for to realize that the stock is retrieved with reuse, not only the cost is reduced has alleviateed the pollution to all ring edge borders moreover.
According to the construction method of the recoverable anchored prestressed foot pile supporting structure, the anchoring component is arranged at the bottom end of the anchor rod, and the anchor bars can be recovered after construction is finished, so that the cost is reduced, and the pollution to the surrounding environment is reduced. In the construction method, the anchor rod is respectively penetrated through the foot hanging pile and the soil body, and the foot hanging pile and the rock body, and the foot hanging pile is integrally fixed with the rock body and the soil body through the anchor rod, so that the stability of the integral structure is ensured, the cost of inserting the foot hanging pile into the rock is reduced, and the construction is simple.
Drawings
FIG. 1 is a schematic view of a recoverable anchored prestressed suspension foot pile support structure of the present invention disposed within a foundation pit;
fig. 2 is a schematic view illustrating the construction of an anchor rod in a recyclable anchored prestressed suspension foot pile supporting construction according to the present invention;
fig. 3 is a schematic view illustrating a top end fixing structure of an anchor rod in a recyclable anchored prestressed suspension foot pile supporting structure according to the present invention;
FIG. 4 is a schematic cross-sectional view A-A of FIG. 2;
FIG. 5 is a schematic cross-sectional view B-B of FIG. 2;
FIG. 6 is a schematic illustration of the spacing bracket in a recoverable anchored prestressed suspension foot pile support structure of the present invention;
fig. 7 is a schematic cross-sectional view of C-C in fig. 1.
In the figure:
100. a soil body; 200. a rock mass; 300. a crown beam; 400. a wale; 500. a rock shoulder;
1. hoisting a foot pile; 11. longitudinal ribs; 12. hooping; 13. supporting the steel bar;
2. an anchor rod; 21. anchoring ribs; 22. an anchor assembly; 221. a bearing table; 222. pressing a wedge-shaped tablet; 223. a wedge-shaped thimble; 224. a thimble sleeve; 225. sealing the cover; 226. temporarily fixing the sheet; 227. a temporary screw; 23. a locking assembly; 231. a base plate; 232. a locking nut; 24. an isolation support; 241. a central through hole; 242. grouting pipe holes; 25. a grouting pipe; 26. grouting; 27. and isolating the sleeve.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting of the invention. It should be further noted that, for the convenience of description, only some of the structures related to the present invention are shown in the drawings, not all of the structures.
In the description of the present invention, unless expressly stated or limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, removably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
In the description of the present embodiment, the terms "upper", "lower", "right", etc. are used in an orientation or positional relationship based on that shown in the drawings only for convenience of description and simplicity of operation, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used only for descriptive purposes and are not intended to have a special meaning.
The invention firstly provides a recoverable anchored prestressed foot-hanging pile supporting structure, aiming at the problems of steel waste and complex construction of the existing soil-rock combined foundation pit supporting structure, and providing a foot-hanging pile 1 supporting structure which avoids steel waste, reduces cost and is simple and convenient to construct for a soil-rock combined foundation pit with complex surrounding environment, deep depth and large excavation area, as shown in figure 1, the supporting structure is arranged in the soil-rock combined foundation pit, wherein a rock mass 200 is arranged below a soil mass 100, the recoverable anchored prestressed foot-hanging pile supporting structure comprises a foot-hanging pile 1 and an anchor rod 2, the foot-hanging pile 1 is arranged on the side, facing the air, of the soil mass 100 in the foundation pit, and the bottom end of the foot-hanging pile 1 is arranged on the rock mass 200; the anchor rods 2 are divided into two groups, the first group of anchor rods 2 are vertically arranged in the foot hanging piles 1 and downwards penetrate through the rock mass 200, and the second group of anchor rods 2 obliquely penetrate through the foot hanging piles 1 and the soil mass 100 and/or obliquely penetrate through the foot hanging piles 1 and the rock mass 200; wherein, stock 2 includes anchor bar 21 and anchor subassembly 22, and anchor subassembly 22 locates the bottom that is located soil body 100 or rock mass 200 of anchor bar 21, is detachable to be connected between anchor subassembly 22 and the anchor bar 21.
With reference to fig. 1, in the invention, the hanging foot pile 1 is arranged on the rock mass 200 without entering the rock, the anchor rod 2 is arranged in the hanging foot pile 1 and downwards penetrates through the rock mass 200 to form the fixation of the hanging foot pile 1, the anchor rod 2 and the hanging foot pile 1 are fixed into a whole, the stability of the whole structure is ensured, the cost of entering the rock of the hanging foot pile 1 is reduced, and the construction is simple. In this embodiment, the anchor bars 21 are vertically and obliquely arranged to be vertically and obliquely arranged to respectively penetrate the hanging foot pile 1 and the soil body 100 and the hanging foot pile 1 and the rock body 200, and the deformation of the foundation pit can be effectively controlled by applying prestress on the outer side of the hanging foot pile 1, so that the fixing strength between the hanging foot pile 1 and the soil body 100 and between the hanging foot pile 1 and the rock body 200 is improved, the supporting structure is stable and reliable, and the construction is convenient. Through set up detachable anchor subassembly 22 in anchor bar 21 bottom, retrieve anchor bar 21 after the construction of being convenient for is ended to realize that stock 2 retrieves with reuse, not only the cost is reduced has alleviateed the pollution to all ring edge borders moreover.
It should be added that the first group of anchor rods 2 and the second group of anchor rods 2 have the same structure, except that the anchoring angles are different, the distance between the plurality of anchor rods 2 is set according to actual calculation, in some embodiments, the bottom end of the first group of anchor rods 2 is arranged below the bottom end of the rock shoulder 500 in the rock body 200 in a penetrating manner, so as to achieve a better anchoring effect, the oblique anchoring angle of the second group of anchor rods 2 in the soil body 100 is 15-35 degrees, the oblique anchoring angle in the rock body 200 is 10-15 degrees, and the length of each anchor rod 2 is determined according to the load calculation.
Optionally, as shown in fig. 2, anchor assembly 22 includes a bearing table 221, a wedge press 222, a wedge spike 223, a spike sleeve 224, and a cover 225, wherein,
the bearing table 221 is provided with a central through hole which is a circular table hole; the aperture of the top hole of the circular platform hole is smaller than that of the bottom hole.
The wedge-shaped pressing sheets 222 are at least two, the bottom ends of the anchor bars 21 are surrounded by the at least two wedge-shaped pressing sheets 222 and are in threaded connection with the bottom ends of the anchor bars 21, and the wedge-shaped pressing sheets 222 are arranged in the central through hole in a penetrating mode and are fixed; wherein, the external screw thread is processed through the mantle fiber mode to the bottom of dowel 21, it makes up into the round platform and processes the internal thread and make it be connected with the bottom external screw thread of dowel 21 to adopt two wedge preforming 222 to form as shown in fig. 4, simultaneously, the round platform that two wedge preforming 222 make up can wear to establish in the central through-hole of plummer 221 and form wholly with it, in this embodiment, the bottom of wedge preforming 222 and the seam crossing of plummer 221 set up interim stationary blade 226 and interim screw 227, interim stationary blade 226 covers in the seam crossing and fixes on plummer 221 through interim screw 227, realize that the two is fixed integrative. For later recycling, the temporary fixing piece 226 is made of plastic or other materials which are easy to be cut and broken.
At least two wedge-shaped ejector pins 223 are arranged, the at least two wedge-shaped ejector pins 223 are arranged on the end face of the bottom end of the anchor rib 21, at least two wedge-shaped slide ways 211 are arranged at the bottom end of the anchor rib 21, the wedge-shaped ejector pins 223 are arranged corresponding to the wedge-shaped slide ways 211, and the wedge-shaped ejector pins 223 can slide into the wedge-shaped slide ways 211 to enable the wedge-shaped pressing piece 222 to be separated from the anchor rib 21; as shown in fig. 5, three wedge-shaped ejector pins 223 are provided, and are arranged corresponding to the three wedge-shaped slideways 211 on the anchor bar 21 shown in fig. 4, when the anchor bar 21 moves downward, the wedge-shaped ejector pins 223 can slide into the wedge-shaped slideways 211 and prop open the two wedge-shaped pressing pieces 222, so that the wedge-shaped pressing pieces 222 are separated from the anchor bar 21, and the anchor bar 21 is convenient to recycle. It will be appreciated that wedge spike 223, wedge runner 211 and wedge press 222 are dimensioned in advance to meet the above-mentioned recycling requirements.
The thimble sleeve 224 is sleeved outside the at least two wedge-shaped thimbles 223; referring to FIGS. 2 and 5, thimble sleeve 224 is an annular sleeve, such as a steel pipe, and the inner diameter of thimble sleeve 224 is greater than the outer diameter of tendon 21 to facilitate movement of tendon 21 and axial restraint of movement of tendon 21. Thimble sleeve 224 is sleeved on the outer circumferences of three wedge thimbles 223 to limit the positions of the three wedge thimbles 223, and when wedge thimbles 223 slide into wedge slideway 211, thimble sleeve 224 can limit the circumferential displacement of wedge thimbles 223 to ensure the vertical sliding of anchor bar 21, and ensure that wedge-shaped pressing piece 222 is smoothly separated from anchor bar 21.
The cover 225 covers the wedge-shaped thimble 223 and the thimble sleeve 224 and is fixed on the bearing table 221, and both the thimble sleeve 24 and the wedge-shaped thimble 223 are fixedly connected with the cover 225.
As shown in fig. 2, the cover 225 is a groove structure with an upward opening, the opening can cover the wedge-shaped thimble 223 and the thimble sleeve 224 and then be fixed on the bottom surface of the bearing platform 221, so as to seal the wedge-shaped thimble 223 and the thimble sleeve 224, and the wedge-shaped thimble 223 and the thimble sleeve 224 are fixed on the inner side wall of the bottom end of the cover 225, so as to fix the bottom end of the anchor rod 2, and facilitate the top end matching, tensioning and pre-tightening. In the case of no specific description, all the fixing modes involved in the present invention are welding fixing, and all the metal parts such as steel bars are welded and fixed.
Optionally, the anchor rod 2 further comprises a locking assembly 23, the locking assembly 23 comprises a backing plate 231 and a locking nut 232, and the top end of the anchor bar 21 penetrates through the hanging foot pile 1 and the backing plate 231 and is locked with the locking nut 232 to fix and tension the anchor bar 21.
Taking the first group of anchor rods 2 as an example, as shown in fig. 3, the top end of the anchor bar 21 sequentially penetrates through the suspension anchor pile 1 and the crown beam 300, the backing plate 231 is arranged at the top end of the crown beam 300, and the top end of the anchor bar 21 penetrates through the backing plate 231 and is connected with the locking nut 232, so that tensioning prestress can be provided for the anchor rods 2, and the fixation and the pouring are facilitated. When the anchor rod 2 is recovered, a hydraulic jack is adopted to apply pulling force to the anchor bars 21, so that the locking nuts 232 and the base plate 231 are separated, then the locking nuts 232 are removed, and the anchor bars 21 can be conveniently pulled out in the later period. For the second set of anchor rods 2, the top ends of the anchor bars 21 are fixed to the outer side wall of the davit pile 1 by means of locking assemblies 23.
Optionally, the anchor rod 2 further includes a plurality of isolation brackets 24, the isolation brackets 24 are disposed at intervals along the long axis direction of the anchor bar 21, and the anchor bar 21 is inserted into the isolation brackets 24 to be limited.
Optionally, the anchor rod 2 further comprises a grouting pipe 25, and the grouting pipe 25 is arranged on the isolation bracket 24 in a penetrating mode to limit the position.
As shown in fig. 2 and 6, the isolation support 24 is a flat plate, the isolation support 24 is provided with a central through hole 241 and two grouting pipe holes 242, the grouting pipe holes 242 are provided, the grouting pipe 25 includes a high-pressure grouting pipe and a normal-pressure grouting pipe, the anchor bars 21 are arranged in the central through hole 241, the grouting pipes 25 are arranged in the plurality of grouting pipe holes 242, and the plurality of isolation supports 24 arranged longitudinally can maintain the vertical degree of the anchor bars 21 and the grouting pipes 25, so that the anchor bars 21 can be pulled out and recovered smoothly. During construction, cement paste is injected into the orifice through the normal pressure grouting pipe until the grout overflows from the orifice, secondary grouting is carried out through the high pressure grouting pipe within 2 hours after the cement paste is finally set, and the pressure is not less than 2MPa, so that grouting body 26 is formed.
Optionally, the pile 1 of hanging foot is including indulging muscle 11, stirrup 12 and support reinforcing bar 13, and a plurality of stirrups 12 intervals set up in the major axis direction of indulging muscle 11, and a plurality of stirrups 11 of indulging are pasted and are leaned on the inside wall interval setting of stirrup 12, and the inside wall of stirrup 12 is connected respectively at support reinforcing bar 13's both ends in order to divide into on the plane that stirrup 12 is located and face the native semicircle region and face the empty semicircle region, and anchor bar 21 sets up and is facing the native semicircle region.
With reference to fig. 1 and 7, on a plane of the stirrup 12, the stirrup 12 is circular, two ends of the support steel bar 13 are connected in the stirrup 12 to divide the circular ring into two regions, namely, a soil-facing semicircular region (upper region in fig. 7) and a hollow semicircular region (lower region in fig. 7), preferably, the height of the support steel bar 13 is a quarter of the diameter of the circular ring, so that the anchor bar 21 is conveniently arranged on the soil-facing side to improve the anchoring strength. The longitudinal bars 11, the stirrups 12 and the support steel bars 13 are welded and fixed with each other to form a steel reinforcement cage, and the steel reinforcement cage can fall above the rock body 200 conveniently for pouring and forming.
Optionally, the circular arc section of the anchor bar 21 in the soil-facing semicircular area is attached to the inner side wall of the stirrup 12 and is alternately arranged with the longitudinal bar 11, and the straight section of the anchor bar 21 in the soil-facing semicircular area is attached to the support steel bar 13 at intervals.
Referring to fig. 7, taking the first group of anchor rods 2 as an example, in the soil-adjacent semicircular area, the anchor bars 21 are arranged by abutting against the inner side wall of the stirrup 12 and the inner side wall of the support steel bar 13 to form anchor bar groups which are respectively arranged in a semicircular radial manner and in a linear manner, and the specific number of the anchor bars 21 is determined by calculation according to the load. Preferably, the anchor bars 21 are arranged at uniform intervals, and the longitudinal bars 11 are arranged at uniform intervals, in this embodiment, the inner side wall of the stirrup 12 is provided with seven anchor bars 21, the inner side of the support steel bar 13 is provided with three anchor bars 21, and the depth of each anchor bar 21 in the length direction in the rock body is not less than 6m so as to provide sufficient anchoring strength.
Optionally, the anchor rod 2 further includes an isolation sleeve 27, the isolation sleeve 27 is sleeved on the anchor bar 21, and a bottom end of the isolation sleeve 27 is stopped above the bearing platform 221.
As shown in fig. 2, the isolation sleeve 27 is sleeved on the outer side of the anchor bar 21 for isolating the anchor bar 21 from the grouting material, so as to facilitate the later extraction and recovery of the anchor bar 21. The isolation sleeve 27 is made of plastic corrugated pipe or metal corrugated pipe, and before the isolation sleeve 27 is installed, an antirust agent and grease are coated outside the anchor bars 21, so that sufficient lubrication degree is ensured, and the recovery of the anchor bars 21 is facilitated.
It should be noted that lubricating oil such as grease is applied between the isolation sleeve 27 and the anchor bar 21, between the thimble sleeve 224 and the wedge thimble 223, between the wedge clip 222 and the bearing platform 221, and between the wedge clip 222 and the anchor bar 21, so as to facilitate the recovery of the anchor rod 2.
A recoverable anchored prestressed suspension foot pile supporting construction according to the invention is described below in a specific embodiment.
Example 1:
referring to fig. 1-7, a recoverable anchored prestressed foot-hanging pile supporting structure, a first group of anchor rods 2 are recoverable prestressed anchor rods of a pile body, a second group of anchor rods 2 are recoverable prestressed anchor rods of a soil (rock) body, and the two groups of anchor rods 2 have the same structure. The anchor bars 21 are made of prestressed thread steel, the bottom ends are provided with threads, chamfering is carried out on the end heads of the bottom ends for 2mm, the length of the threads is the thickness of the supporting body 221 plus 10mm, and the strength and the diameter are determined by calculation according to the load; the isolation sleeve 27 can be a plastic corrugated pipe or a metal corrugated pipe, the grouting body 26 is formed by grouting pure cement slurry, the supporting body 221 is a cylinder made of Q345 steel, the thickness is not less than 50mm, the diameter is slightly smaller than the diameter of a drilled hole, a circular truncated cone-shaped hole is formed in the center of the cylinder, the diameter of the upper bottom surface of the circular truncated cone-shaped hole is the diameter of an anchor rib 21 plus 10mm, and the diameter of the lower bottom surface is the diameter of the upper bottom surface plus the thickness of the supporting body 221 x tan25 degrees x 2; the wedge-shaped clamping pieces 222 are made of Q345 steel, internal mantle fiber is matched with mantle fiber at the bottom end of the anchor rib 11, a hollow circular table formed by the two wedge-shaped clamping pieces 222 can be in threaded connection with the bottom end of the anchor rib 21, and the external size of the circular table is slightly smaller than that of a circular table-shaped hole in the middle of the supporting body 221; the wedge-shaped slide way 211 is formed by threading and milling at the bottom end of the anchor bar 21 (the deepest part of the wedge-shaped slide way 211 is 1/5 which is not less than 5mm of the diameter of the anchor bar 21), the temporary fixing piece 226 is made of hard plastics (the length covers 1/5 of the wedge-shaped clamping piece 222 and exceeds the temporary fixing screw 227), and the temporary fixing screw 227 is made of a common screw with the diameter of 6 mm; the thimble sleeve 224 is made of seamless steel pipe (the inner diameter is slightly larger than the outer diameter of the anchor bar 21 after threading), the wedge thimble 223 is made of Q345 steel (the shape and size are matched with the wedge slideway 211), the sealing cover 225 is made of Q235 steel plate, the thimble sleeve 224, the wedge thimble 223 and the sealing cover 225 are connected by welding, the backing plate 231 is made of Q345 steel plate (250mm multiplied by 20mm, the middle part is provided with a hole, the diameter of the hole is larger than the diameter of the anchor bar 21 plus 40mm), the locking nut 232 is made of a finished nut matched with the anchor bar 21 screw steel, the isolation bracket 24 is made of polyethylene material (the diameter is slightly smaller than the diameter of the hole, the thickness is not smaller than 15mm, the central through hole 241 is used as an anchor bar hole, the diameter is not smaller than the outer diameter plus 10mm of the anchor bar 21 after being sleeved with the isolation sleeve 27, the grouting pipe 25 comprises an atmospheric pressure grouting pipe and a high pressure grouting pipe, correspondingly, the grouting pipe hole 242 comprises an atmospheric pressure grouting pipe hole and a high pressure grouting pipe hole, wherein, the internal diameter of ordinary pressure slip casting pipe hole is not less than the external diameter +10mm of ordinary pressure slip casting pipe, the internal diameter of high pressure slip casting pipe hole is not less than the external diameter +10mm of high pressure slip casting pipe, the ordinary pressure slip casting pipe adopts the PE plastic tubing (external diameter 25mm, the pressure-bearing is not less than 1MPa, the bottom opening), the high pressure slip casting pipe adopts the PE plastic tubing (external diameter 25mm, the pressure-bearing is not less than 4MPa, the bottom is sealed, set up diameter 5mm at the pipe shaft, circumference is not less than 5, the axial interval is not more than 15 cm). The first group of anchor rods 2 are distributed in a radiation shape in a semicircular area of the pile body near soil as a tensile longitudinal bar and an anchoring bar, and as shown in fig. 7, the number of the anchoring bars 21 is calculated and determined according to the load and is not less than 7; the number of the anchor bars is not less than 3 in the area of the free side 1/4 of the pile body; the length of the anchor rod 2 is anchored into the pit bottom rock mass to be not less than 6 m.
In the hanging foot pile 1, the longitudinal ribs 11 are hot-rolled ribbed steel bars (the strength and the diameter are determined according to the load), the spiral stirrups 12 are hot-rolled smooth steel bars (the strength and the diameter are determined according to the load), the concrete is commercial concrete (the specification is determined according to the load), and the support steel bars 13 are HRB400 steel bars with the diameter of 20mm (the vertical interval is 2m and is used for fixing the anchor hole embedded pipe). The bottom of the hanging foot pile 1 is dropped on the flat rock surface of the rock mass 200 without entering into the rock, as shown in figure 1. The crown sill 300 and the wale 400 are of a conventional reinforced concrete structure.
The number of the anchor rods 2 in the second group is set along the vertical direction according to the excavation depth of the foundation pit, the first anchor rods 2 are generally located at the bottom of the top beam 300 and are arranged downwards at intervals of 2.5-3.5 m, the last anchor rod 2 is arranged at the pile bottom of the foot hanging pile 1 to form a foot locking anchor rod, the incident angle of the anchor rods 2 in the soil body 100 is selected at 15-35 degrees according to the soil quality condition, the incident angle of the anchor rods 2 in the rock body 200 is selected at 10-15 degrees, and the length of each anchor rod 2 is determined according to the load calculation. The width of the rock shoulder 500 is flush with the outer edge of the wale 400 and is not less than 300 mm. According to the recoverable anchored prestressed foot pile supporting structure, the foot pile 1 does not enter rock, and construction is simple; the anchor rod 2 can be recovered, and the steel cost is saved.
The invention also provides a construction method of the recoverable anchored prestressed hanging foot pile supporting structure, as shown in figure 1, comprising the following steps:
s1, arranging the anchoring assembly 22 at the bottom end of the anchor bar 21 to form the anchor rod 2;
s2, respectively drilling anchor holes in the soil body 100 and the rock body 200, then enabling the anchor rod 2 to penetrate through the anchor holes in the suspension foot pile 1 and the soil body 100, and/or enabling the anchor rod 2 to penetrate through the anchor holes in the suspension foot pile 1 and the rock body 200, and finally grouting;
and S3, after the construction of the rock shoulder 500 in the foundation pit is finished, pulling out the anchor bars 21 to realize the recovery of the anchor rods 2.
According to the construction method of the recoverable anchored prestressed suspended footing pile supporting structure, the anchoring component 22 is arranged at the bottom end of the anchor bar 21, and the anchor bar 21 can be recovered after construction is finished, so that the cost is reduced, and the pollution to the surrounding environment is reduced. In the construction method, the anchor rod 2 is respectively penetrated through the foot hanging pile 1 and the soil body 100 and the foot hanging pile 1 and the rock body 200, and the foot hanging pile 1 is respectively fixed with the rock body 200 and the soil body 100 into a whole through the anchor rod 2, so that the stability of the whole structure is ensured, the rock entering cost of the foot hanging pile 1 is reduced, and the construction is simple.
Optionally, with reference to fig. 2 and 3, the specific process of retrieving the anchor rod 2 is as follows:
s31, applying an upward pulling force to the anchor bar 21 to disengage the lock nut 232 from the tie plate 231, and removing the lock nut 232;
s32, applying an axial downward impact force to the anchor bar 21, so that the bottom end of the anchor bar 21 slides into the thimble sleeve 224, and the wedge-shaped thimble 223 slides into the wedge-shaped slideway 211, so that the wedge-shaped clip 22 is separated from the bottom end of the anchor bar 21;
and S33, pulling out the anchor bars 21 upwards to realize recovery.
It can be understood that when anchor rod 2 is retrieved, at first unblock anchor bar 21's top fixed knot constructs, then utilizes the detachable connected mode between anchor bar 21 and the anchor subassembly 22, unblock anchor subassembly 22 for anchor bar 21 unblock lifts anchor bar 21 at last and realizes retrieving, and reuse can be realized to anchor bar 21, practices thrift reinforcing bar material cost, and the unblock process of lifting and pushing down is simple, easily realizes, and the construction is simple and convenient.
Example 2:
the construction method of the recoverable anchored prestressed suspended foot pile supporting structure of the present invention is described in detail below by a specific embodiment, including the anchoring of the anchor rod 2 and the recovery of the anchor rod 2, and specifically as follows:
(1) installation of the anchor rod 2:
and threading the bottom end of the anchor bar 21, then planing and milling to form a wedge-shaped slideway 211, and smearing grease at the threading position.
The wedge-shaped clamping piece 222 (the internal mantle fiber is matched with the mantle fiber at the bottom end of the anchor rib 21) is coated with grease on the outside, then is combined with the anchor rib 21, passes through the bearing body 221 and is compressed, and is fixed through the temporary fixing piece 226 and the temporary fixing screw 227.
The thimble sleeve 224 (internally lubricated by grease), the wedge-shaped thimble 223 (externally lubricated by grease) and the cover 225 are welded and connected, and then the whole body is welded with the bearing body 221; the installation process is to make the central axis of anchor bar 21 coincide with the central axis of thimble sleeve 224 and wedge thimble 223 align with wedge slideway 211.
Coating an antirust agent and butter on the outer part of the anchor bar 21, and then sleeving the isolation sleeve 27 on the outer side;
the anchor bars 21 and the grouting pipes 25 (including normal pressure grouting pipes and high pressure grouting pipes) are placed in parallel, and then the isolation supports 24 are installed every 1.5m and fixed through binding wires.
(2) Integral supporting structure embodiment:
and (4) leveling the field, and positioning and paying off the foot hanging piles 1.
The rotary drilling rig drills into the flat rock surface of the rock body 200 to form a pile hole.
And (5) installing a reinforcement cage to the pile hole, and pouring concrete to form the hanging foot pile 1.
And excavating a first layer of soil of the foundation pit to the bottom of the top beam 300, and breaking the pile head to construct the top beam 300.
And drilling at the position of the reserved PVC pipe of the pile body by adopting a top drive drilling machine to form a pile body anchor hole.
And (3) mounting the anchor rod 2 to a pile body anchor hole, then injecting cement slurry through a normal-pressure grouting pipe until the orifice overflows the slurry, and performing secondary grouting (the pressure is not less than 2MPa) through a high-pressure grouting pipe within 2h after the cement slurry is finally set to form a grouting body 26.
And (3) installing a backing plate 231, applying prestress to the anchor bars 21 by adopting a hydraulic jack, then installing a locking nut 232 to lock the prestress, and finally forming a first group of anchor rods 2.
And excavating a second layer of soil of the foundation pit to the bottom of the first waist beam 400.
Drilling a soil (rock) layer anchor rod hole (selected according to the depth of a foundation pit and the characteristics of rock and soil mass and between 120 and 200 mm) between piles by using a top drive drilling machine, then grouting, constructing a waist beam 400, and tensioning and locking to form a first anchor rod 2 in the second group of anchor rods 2; wherein the grouting and tension locking process is the same as for the first set of bolts 1.
And excavating a third layer of soil of the foundation pit to the bottom of the second wale 400, and constructing the anchor rods 2 and the wale 400 at corresponding positions. ... excavating the foundation pit to the bottom of the last waist rail 400, and constructing the anchor rods 2 and the waist rail 400 at corresponding positions.
And blasting and excavating the stone side to the bottom of the foundation pit, and forming a rock shoulder 500 by controlling static blasting close to the pile edge stone side.
(3) Anchor 2 recovery embodiment:
a hydraulic jack is used for applying pulling force to the anchor bars 21 to enable the locking nuts 232 to be separated from the backing plates 231, and then the locking nuts 232 are removed.
Impact force coincident with the central axis of the anchor bar 21 is applied to the anchor bar 21 by hammering, so that the bottom end of the anchor bar 21 slides into the ejector pin sleeve 224, the wedge-shaped ejector pin 223 slides into the wedge-shaped slideway 211, and the wedge-shaped clamping piece 222 is separated from the bottom end of the anchor bar 21.
The anchor bar 21 is pulled out by a certain length by a hydraulic jack, and then the anchor bar 21 is pulled out by a hoisting machine or a vibration hammer.
The construction method is suitable for the supporting structure of the soil-rock combined foundation pit, the construction process is safe and reliable, the anchor bars 21 of the main components can be recycled, and the deformation of the foundation pit can be effectively controlled by the anchoring mode of the anchor bars 21. The anchor rod 2 can be integrally fixed with the soil body 100 and the rock body 200 after being anchored, so that the stability of the whole structure is improved, the pile rock-entering cost of the foot-hanging pile 1 is reduced, and the construction is simplified. The anchor rod 2 is used as a main stress bar and a horizontal supporting structure of the foot hanging pile 1, and the deformation of the foundation pit can be effectively controlled through construction prestress. By recycling the anchor bars 21, not only is the material cost reduced, but also the pollution to the surrounding environment is reduced.
It should be understood that the above-described embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. Numerous obvious variations, adaptations and substitutions will occur to those skilled in the art without departing from the scope of the invention. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.
Claims (10)
1. The utility model provides a recoverable anchor income formula prestressing force hanging foot stake supporting construction, locates in the foundation ditch of soil rock combination, its characterized in that, recoverable anchor income formula prestressing force hanging foot stake supporting construction includes:
the hanging foot pile (1) is arranged on the side, facing the air, of the soil body (100), and the bottom end of the hanging foot pile (1) is arranged on the rock body (200);
the anchor rods (2) are arranged in a plurality of numbers, the anchor rods (2) are divided into two groups, the first group of anchor rods (2) are vertically arranged in the foot hanging piles (1) and downwards penetrate through the rock mass (200), the second group of anchor rods (2) are obliquely arranged in the foot hanging piles (1) and the soil mass (100) in a penetrating mode and/or are obliquely arranged in the foot hanging piles (1) and the rock mass (200) in a penetrating mode;
stock (2) are including anchor bar (21) and anchor subassembly (22), anchor subassembly (22) are located anchor bar (21) are located soil body (100) or bottom in rock mass (200), anchor subassembly (22) with be detachable connection between anchor bar (21).
2. Recoverable anchored prestressed spud support structure according to claim 1, characterized in that the anchoring assembly (22) comprises:
the bearing table (221), the bearing table (221) is provided with a central through hole, and the central through hole is a circular table hole;
at least two wedge-shaped pressing sheets (222) are arranged, the bottom ends of the anchor bars (21) are surrounded by the at least two wedge-shaped pressing sheets (222) and are in threaded connection with the bottom ends of the anchor bars (21), and the wedge-shaped pressing sheets (222) are arranged in the central through hole in a penetrating mode and are fixed;
the wedge-shaped ejector pins (223) are arranged, at least two wedge-shaped ejector pins (223) are arranged on the end face of the bottom end of the anchor rib (21), at least two wedge-shaped slide ways (211) are arranged on the bottom end of the anchor rib (21), the wedge-shaped ejector pins (223) are arranged corresponding to the wedge-shaped slide ways (211), and the wedge-shaped ejector pins (223) can slide into the wedge-shaped slide ways (211) to enable the wedge-shaped pressing sheet (222) to be separated from the anchor rib (21);
the thimble sleeve (224) is sleeved on the outer sides of the at least two wedge-shaped thimbles (223);
the sealing cover (225) covers the wedge-shaped thimble (223) and the thimble sleeve (224) and is fixed on the bearing table (221), and the thimble sleeve (224) and the wedge-shaped thimble (223) are fixedly connected with the sealing cover (225).
3. Recoverable anchored prestressed spud support structure according to claim 1, characterized in that the anchor rod (2) further comprises a locking assembly (23), which locking assembly (23) comprises a backing plate (231) and a locking nut (232), the top end of the anchor bar (21) being threaded through the spud (1) and the backing plate (231) and locked with the locking nut (232) to fix the tension of the anchor bar (21).
4. The recoverable anchored prestressed suspension foot pile supporting construction according to claim 1, wherein the anchor rod (2) further comprises a plurality of isolation brackets (24), the isolation brackets (24) are provided in plurality, the isolation brackets (24) are arranged at intervals along the long axis direction of the anchor bar (21), and the anchor bar (21) is arranged on the isolation brackets (24) in a penetrating manner to limit the position.
5. Recoverable anchored prestressed spud support structure according to claim 4, characterized in that the anchor rod (2) further comprises a grouting pipe (25), which grouting pipe (25) is threaded onto the spacer bracket (24) for spacing.
6. The recoverable anchored prestressed foot pile supporting structure according to claim 1, wherein the foot pile (1) comprises longitudinal bars (11), stirrups (12) and support bars (13), a plurality of stirrups (12) are arranged at intervals in the long axis direction of the longitudinal bars (11), a plurality of longitudinal bars (11) are arranged at intervals along the inner side wall of the stirrups (12), the two ends of the support bars (13) are respectively connected with the inner side wall of the stirrups (12) so as to divide the plane of the stirrups (12) into a soil-facing semicircular area and a soil-facing semicircular area, and the anchor bars (21) are arranged in the soil-facing semicircular area.
7. The recoverable anchored prestressed suspension foot pile supporting construction according to claim 6, characterized in that the circular arc sections of the anchor bars (21) in the soil-facing semicircular area are placed against the inner side walls of the stirrups (12) and alternate with the longitudinal bars (11), and the straight sections of the anchor bars (21) in the soil-facing semicircular area are placed at intervals against the support bars (13).
8. Recoverable anchored prestressed spud support structure according to claim 2, characterized in that the anchor rod (2) further comprises an insulation sleeve (27), which insulation sleeve (27) is fitted over the anchor bar (21), the bottom end of the insulation sleeve (27) ending above the bearing platform (221).
9. A construction method of a recoverable anchored prestressed hanging foot pile supporting structure is characterized by comprising the following steps:
s1, arranging an anchoring assembly (22) at the bottom end of the anchor bar (21) to form an anchor rod (2);
s2, drilling anchor holes in a soil body (100) and a rock body (200) respectively, then enabling the anchor rod (2) to penetrate through the anchor holes in the foot hanging pile (1) and the soil body (100), and/or enabling the anchor rod (2) to penetrate through the anchor holes in the foot hanging pile (1) and the rock body (200), and finally grouting;
and S3, after the construction of the rock shoulder (500) in the foundation pit is finished, the anchor bars (21) are pulled out to realize the recovery of the anchor rods (2).
10. The construction method of the recoverable anchored prestressed suspension foot pile supporting structure according to claim 9, wherein the anchor rod (2) is recovered by the following specific processes:
s31, applying upward pulling force to the anchor bars (21) to separate the locking nuts (232) from the backing plates (231), and removing the locking nuts (232);
s32, applying an axial downward impact force to the anchor bar (21) to enable the bottom end of the anchor bar (21) to slide into the thimble sleeve (224), and enabling the wedge-shaped thimble (223) to slide into the wedge-shaped slideway (211) to enable the wedge-shaped clamping piece (222) to be separated from the bottom end of the anchor bar (21);
and S33, pulling out the anchor bars (21) upwards to realize recovery.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110742634.4A CN113389205A (en) | 2021-07-01 | 2021-07-01 | Recoverable anchored prestressed foot-hanging pile supporting structure and construction method |
| PCT/CN2021/141916 WO2023273253A1 (en) | 2021-07-01 | 2021-12-28 | Recyclable anchored prestressed end-suspended pile supporting structure and construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110742634.4A CN113389205A (en) | 2021-07-01 | 2021-07-01 | Recoverable anchored prestressed foot-hanging pile supporting structure and construction method |
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| CN113389205A true CN113389205A (en) | 2021-09-14 |
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| CN202110742634.4A Pending CN113389205A (en) | 2021-07-01 | 2021-07-01 | Recoverable anchored prestressed foot-hanging pile supporting structure and construction method |
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| CN (1) | CN113389205A (en) |
| WO (1) | WO2023273253A1 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115162348A (en) * | 2022-06-27 | 2022-10-11 | 广西华蓝岩土工程有限公司 | Bored pile, waist beam with bored pile and manufacturing method of waist beam |
| WO2023273253A1 (en) * | 2021-07-01 | 2023-01-05 | 中冶建筑研究总院（深圳）有限公司 | Recyclable anchored prestressed end-suspended pile supporting structure and construction method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117868158B (en) * | 2024-03-11 | 2024-06-04 | 中国电建集团西北勘测设计研究院有限公司 | Recovery assembly type standard part supporting structure |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202830937U (en) * | 2012-09-26 | 2013-03-27 | 深圳市工勘岩土工程有限公司 | Anchor rod extension structure for supporting piles of foundation pit |
| CN207878473U (en) * | 2018-01-30 | 2018-09-18 | 北京建材地质工程有限公司 | Layer depth foundation pit hangs foot stake supporting construction to Tu Yan in combination |
| KR101995840B1 (en) * | 2019-01-08 | 2019-07-03 | 주식회사 티앤테크 | Multi-purpose pile for earth wall construction |
| CN109930609A (en) * | 2019-04-09 | 2019-06-25 | 大连交通大学 | A kind of campshed composite supporting construction and its construction method for upper-soft lower-hard ground |
| CN112962597A (en) * | 2021-02-06 | 2021-06-15 | 上海梯杰易气体工程技术有限公司 | Construction method of stress dispersion type stiffening pile capable of recycling anchor bars |
| AU2021100872A4 (en) * | 2021-02-12 | 2021-04-22 | The Five Group Pty Ltd | Temporary retaining wall system and uses thereof |
| CN113389205A (en) * | 2021-07-01 | 2021-09-14 | 中冶建筑研究总院（深圳）有限公司 | Recoverable anchored prestressed foot-hanging pile supporting structure and construction method |
-
2021
- 2021-07-01 CN CN202110742634.4A patent/CN113389205A/en active Pending
- 2021-12-28 WO PCT/CN2021/141916 patent/WO2023273253A1/en unknown
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023273253A1 (en) * | 2021-07-01 | 2023-01-05 | 中冶建筑研究总院（深圳）有限公司 | Recyclable anchored prestressed end-suspended pile supporting structure and construction method |
| CN115162348A (en) * | 2022-06-27 | 2022-10-11 | 广西华蓝岩土工程有限公司 | Bored pile, waist beam with bored pile and manufacturing method of waist beam |
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| WO2023273253A1 (en) | 2023-01-05 |
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