CN108716216B - Long spiral drilling pressure-grouting pile forming construction method and auxiliary reinforcing device thereof - Google Patents
Long spiral drilling pressure-grouting pile forming construction method and auxiliary reinforcing device thereof Download PDFInfo
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- CN108716216B CN108716216B CN201810497417.1A CN201810497417A CN108716216B CN 108716216 B CN108716216 B CN 108716216B CN 201810497417 A CN201810497417 A CN 201810497417A CN 108716216 B CN108716216 B CN 108716216B
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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Abstract
The invention relates to a long spiral drilling pressure filling pile forming construction method and an auxiliary reinforcing device thereof, wherein the auxiliary reinforcing device comprises: steel reinforcement cage skeleton, steel reinforcement cage skeleton includes: positioning steel rings, support ribs and bottom pocket reinforcing steel bars; the reinforcing component is borne on the positioning steel ring and/or the supporting rib, and is used for expanding outwards the supporting rib and anchoring on the wall of the pile hole; and a pushing assembly guided by a guide member of the vibration device for abutting against the reinforcement assembly to be outwardly spread during the descending process. Pour into the downthehole back of stake with the concrete, with the steel reinforcement cage skeleton through vibrating device limit vibration after sinking into the concrete, through vibrating device with advancing the subassembly and go into the concrete, under the effect of vibrating force, advance the subassembly and promote the subassembly and outwards open and anchor on the stake pore wall to make steel reinforcement cage skeleton and stake pore wall be connected, improved the stability of pile foundation in the stake hole, and then improved the bearing capacity of pile foundation.
Description
Technical Field
The invention relates to the technical field of building pile foundation construction, in particular to a long spiral drilling pressure-grouting pile forming construction method and an auxiliary reinforcing device thereof.
Background
The long spiral drilling and pressure pouring concrete pile is a pile-forming technology of pressure pouring concrete pile developed on the basis of long spiral dry drilling method, its construction method is: the method comprises the steps of firstly drilling to the designed depth by using a long spiral drilling machine, pressing concrete into a pile hole at a certain pressure by using a concrete delivery pump through a central channel of a drill rod while lifting the drill, inserting a prefabricated reinforcement cage into the concrete to the designed elevation by using special vibration equipment after the concrete is poured to the designed elevation, and forming the reinforced concrete pouring pile after the concrete is solidified.
The long spiral drilling machine pressure-grouting pile-forming process is widely applied due to the advantages of low construction noise, flexible equipment walking, high pile-forming speed, no slurry pollution, low cost, strong adaptability to stratum and the like, but the final pile-forming bearing capacity is reduced due to the fact that the pile end and the pile side often have deficient soil after drilling, and subsequent engineering construction is influenced.
Disclosure of Invention
In view of the defects in the prior art, a first object of the embodiments of the present invention is to provide an auxiliary reinforcing device for a long auger drilling pressure-grouting pile, which has the advantage of improving the bearing capacity of a pile foundation.
The technical purpose of the embodiment of the invention is realized by the following technical scheme:
an auxiliary reinforcing apparatus for a long auger drilling pressure-grouting pile, comprising:
steel reinforcement cage skeleton, steel reinforcement cage skeleton includes: the pile comprises a positioning steel ring matched with a pile hole, a supporting rib fixedly assembled on the positioning steel ring, and a bottom pocket reinforcing steel bar arranged at the bottom end of the supporting rib and used for transmitting the vibration force of a vibration device;
the reinforcing component is borne on the positioning steel ring and/or the supporting rib, and is used for expanding outwards the supporting rib and anchoring on the wall of the pile hole; and the number of the first and second groups,
and the pushing assembly is guided by the guide component of the vibration device and is used for abutting against the reinforcing assembly to be outwards opened during descending so as to anchor the reinforcing assembly on the wall of the pile hole.
Through adopting above-mentioned technical scheme, pour into the downthehole back of stake with the concrete, in sinking the concrete through vibrating device limit vibration with the steel reinforcement cage skeleton, strengthen the subassembly this moment and be in the state of drawing in, then rethread vibrating device will pass the subassembly and sink into the concrete from the center department limit vibration limit of steel reinforcement cage skeleton, can conflict at the in-process that passes the subassembly and descend and strengthen the subassembly, under the effect of vibrating force, it promotes to strengthen the subassembly and outwards opens and anchor on the stake pore wall to pass the subassembly, thereby make steel reinforcement cage skeleton and stake pore wall be connected, the stability of pile foundation in the stake is downthehole has been improved, and then the bearing capacity of pile foundation has been improved.
Further, the reinforcement assembly includes:
the supporting sleeve is fixedly assembled with the positioning steel ring and/or the supporting rib and is positioned in the reinforcement cage framework; and the number of the first and second groups,
the anchor rod is assembled on the support sleeve in a sliding mode and used for being anchored with the pile hole wall, and the anchor rod faces towards the center of the steel reinforcement cage framework and extends inwards out of the support sleeve.
Through adopting above-mentioned technical scheme, pass the subassembly and the stock extends the one end of support sleeve and offsets the back, promote the stock along support sleeve's axis direction, the stock outwards opens until the anchor on the stake pore wall to realize being connected of steel reinforcement cage skeleton and stake pore wall.
Furthermore, the anchor rod is arranged in a hollow mode and is connected with a grouting pipe, and a grouting hole is formed in the end portion and/or the peripheral wall of the anchor rod.
Through adopting above-mentioned technical scheme, can pour into the concrete into the stock through the slip casting pipe to in the soil horizon around pouring into the stake hole through the slip casting hole, form reinforced structure around the stake hole, make the pile foundation more firm at stake downthehole internal fixation, further improved the bearing capacity of pile foundation.
Furthermore, the anchor rod comprises an anchoring part and a pushing part, the diameter of the pushing part is smaller than that of the anchoring part, a limiting step is formed between the anchoring part and the pushing part, and the pushing part extends out of the supporting sleeve; and the end part of the supporting sleeve is provided with a limiting lug which is used for being abutted against the limiting step.
Through adopting above-mentioned technical scheme, the push subassembly can promote the stock through conflict push portion and remove to the anchor through anchor portion and stake pore wall, thereby spacing lug and spacing step inconsistent restriction stock inwards slide, make the stock anchor process more convenient.
Furthermore, a limiting ring used for being abutted against the limiting lug is further arranged at the position, close to the end part, of the pushing part.
Through adopting above-mentioned technical scheme, it is inconsistent through the spacing ring, prevent to take place the outside length that slides of stock too much and break away from the condition that the anchor effect of support sleeve leads to the stock became invalid.
Further, the support sleeve is disposed obliquely downward toward the pile hole.
Through adopting above-mentioned technical scheme, make things convenient for the stock to outwards open more.
Further, the pushing assembly comprises:
the pushing rod is used for being connected with the vibrating device and is provided with a guide hole matched with a guide component of the vibrating device; and the number of the first and second groups,
the pushing block is arranged on the side wall of the pushing rod and close to the end part of the pushing rod, and a pushing inclined surface used for pushing the pushing part in an abutting mode is arranged on the pushing block.
Through adopting above-mentioned technical scheme, through the guide member guide push rod decline, when the ejector pad conflicted the thrust portion, under the effect of vibrating force, push rod limit decline limit passes through the ejector pad with the stock outwards to pass to the anchor on the stake pore wall.
Furthermore, strengthen the subassembly and wind the circumference of steel reinforcement cage skeleton is provided with the multiunit, the ejector pad is equipped with and strengthens a plurality of subassembly matched with.
Through adopting above-mentioned technical scheme, a plurality of ejector pads can be strengthened the subassembly with the multiunit and outwards pass and anchor on the stake pore wall for the fixed more stable of pile foundation.
Furthermore, the upper end of the steel reinforcement cage framework and the outer wall of the pushing rod are also provided with identification lines for indicating the positions of the reinforcing assembly and the pushing block.
Through adopting above-mentioned technical scheme, can confirm the position of strengthening subassembly and ejector pad through the identification line, conveniently align ejector pad and strengthening subassembly to improve the efficiency of construction.
A second object of the embodiments of the present invention is to provide a long auger drilling pressure-grouting pile forming construction method, which has an advantage of improving bearing capacity of a pile foundation.
The technical purpose of the embodiment of the invention is realized by the following technical scheme:
a long spiral drilling pressure filling pile forming construction method comprises the following steps:
the method comprises the following steps: manufacturing the auxiliary reinforcing device according to any one of claims 3 to 8 according to a predetermined pile foundation size;
step two: drilling holes at a preset position according to the preset pile foundation size by using a long spiral drilling machine;
step three: pumping concrete into the formed pile hole while lifting the drill bit of the long spiral drilling machine upwards;
step four: after concrete in the pile hole is poured and before the concrete is initially set, assembling a reinforcement cage framework of the auxiliary reinforcing device with a vibrating device, and suspending the reinforcement cage framework to be right above the pile hole;
step five: starting a vibration hammer of the vibration device, driving the auxiliary reinforcing device to move downwards, and sinking the auxiliary reinforcing device into the pile body to a designed elevation under the action of the exciting force of the vibration hammer and the guide of a guide member of the vibration device;
step six: closing the vibration hammer, dismantling the guide member vibration device, lifting the vibration hammer to an initial position, and leaving the reinforcement cage framework and the reinforcing assembly of the auxiliary reinforcing device in the pile body;
step seven: assembling a pushing assembly of the auxiliary reinforcing device with a vibration hammer, and inserting a guide member into a guide hole;
step eight: starting the vibration hammer again, driving the pushing assembly to descend, and under the action of the exciting force of the vibration hammer and the guide of the guide member, the pushing assembly enables the anchor rod to be pressed and anchored on the wall of the pile hole;
step nine: assembling the guide member with the vibration hammer again, and pulling out the guide member and the pushing assembly under the vibration action of the vibration hammer;
step ten: and after the concrete in the pile hole is finally set, injecting the concrete from the anchor rod into the periphery of the pile body through the grouting pipe so as to finally form the reinforced structure.
Through adopting above-mentioned technical scheme, promote the stock anchor on the pile hole wall through advancing the subassembly, thereby make steel reinforcement cage skeleton and pile hole wall be connected, make pile hole soil horizon all around form the support to the pile foundation, the stability of pile foundation in the pile hole has been improved, simultaneously because the stock inserts in the soil horizon, the slip casting pipe can spread to bigger scope through the stock when the slip casting, thereby make the final reinforced structure intensity that forms higher, the bearing capacity and the soil body intensity of pile foundation have been increased substantially, the pile foundation subsides has been reduced, and then the hidden danger of engineering quality has been reduced.
In conclusion, the invention has the following beneficial effects:
firstly, the reinforcing assembly and the pushing assembly are arranged, so that the reinforcing assembly can be anchored on the wall of the pile hole, the reinforcement cage framework is connected with the wall of the pile hole, the stability of the pile foundation in the pile hole is improved, and the bearing capacity of the pile foundation is further improved;
secondly, the grouting pipe is connected with the anchor rod, concrete can be injected into the anchor rod through the grouting pipe, and the concrete can be injected into a soil layer around the pile hole through the grouting hole, a reinforcing structure is formed around the pile hole, so that the pile foundation is more firmly fixed in the pile hole, and the bearing capacity of the pile foundation is further improved;
thirdly, the positions of the reinforcing assembly and the push block can be determined through the identification lines, the push block is conveniently aligned with the reinforcing assembly, and therefore construction efficiency is improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a schematic structural diagram of a first embodiment of the present invention.
Fig. 2 is an exploded view of a reinforcement assembly according to an embodiment of the present invention.
Fig. 3 is a schematic structural diagram of a pushing assembly according to an embodiment of the invention.
Fig. 4 is a schematic structural diagram of a step one of the molding construction method in the second embodiment of the present invention.
Fig. 5 is a schematic structural diagram of a second step of the molding construction method in the second embodiment of the present invention.
Fig. 6 is a schematic structural diagram of a third step of the molding construction method in the second embodiment of the present invention.
Fig. 7 is a schematic structural diagram of a fourth step of the molding construction method in the second embodiment of the present invention.
Fig. 8 is a schematic structural diagram of a fifth step of the molding construction method in the second embodiment of the present invention.
Fig. 9 is a schematic structural diagram of a sixth step of the molding construction method in the second embodiment of the present invention.
Fig. 10 is a schematic structural diagram of a seventh step of the molding construction method in the second embodiment of the present invention.
Fig. 11 is a schematic structural diagram of step eight of the molding construction method in the second embodiment of the present invention.
Fig. 12 is a schematic structural diagram of step nine of the molding construction method in the second embodiment of the present invention.
Fig. 13 is a schematic structural diagram of a tenth step of the molding construction method in the second embodiment of the present invention.
In the figure: 1. a reinforcement cage framework; 11. positioning a steel ring; 12. a support rib; 13. bottom-pocket reinforcing steel bars; 2. a reinforcement assembly; 21. a support sleeve; 211. a limiting lug; 22. an anchor rod; 221. an anchoring portion; 222. a pushing section; 223. a limiting step; 224. a limiting ring; 225. grouting holes; 226. A grouting pipe; 3. a pushing assembly; 31. a push rod; 32. a push block; 33. pushing the inclined plane; 4. a vibratory hammer; 5. a guide member; 6. and (5) reinforcing the structure.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example one
An auxiliary reinforcing apparatus for a long auger drilling pressure-grouting pile, as shown in fig. 1 and 3, comprises: steel reinforcement cage skeleton 1, steel reinforcement cage skeleton 1 includes: the pile structure comprises a positioning steel ring 11 matched with a pile hole, a supporting rib 12 fixedly assembled on the positioning steel ring 11, and a bottom pocket reinforcing steel bar 13 arranged at the bottom end of the supporting rib 12 and used for transmitting the vibration force of a vibration device; the reinforcing component 2 is borne on the positioning steel ring 11 and/or the supporting rib 12, and is used for expanding outwards the supporting rib 12 and anchoring on the wall of the pile hole; and a thrust assembly 3 guided by a guide member 5 of the vibration device for expanding outwards against the reinforcement assembly 2 during the lowering process to anchor the reinforcement assembly 2 to the pile hole wall.
Specifically, as shown in fig. 1, the mode that location steel ring 11 and support rib 12 are tied up through welding or steel wire is fixed mutually, the reinforcing bar 13 is the V-arrangement back by many bending bars and welds each other and form toper pocket form at the bottom of the pocket, the big more required reinforcing bar of stake footpath is, the upper portion and location steel ring 11 and support rib 12 of reinforcing bar 13 weld mutually at the bottom of the pocket, still can weld the reinforcing steel ring in order to improve the structural strength of reinforcing bar 13 at the bottom of the pocket on reinforcing bar 13 at the bottom of the pocket usually, the vibrational force of transmission vibrating device that reinforcing bar 13 can be better at the bottom of the toper pocket, make steel reinforcement cage skeleton 1 sink into in the pile body more easily.
As shown in fig. 1 and 2, the reinforcement assembly 2 includes: the supporting sleeve 21 is fixedly assembled and used for positioning the steel ring 11 and/or the supporting ribs 12, and the supporting sleeve 21 is positioned in the reinforcement cage framework 1; the anchor rod 22 is assembled on the support sleeve 21 in a sliding mode and used for anchoring with the pile hole wall, and the anchor rod 22 extends inwards to form the support sleeve 21 towards the center of the reinforcement cage framework 1;
in the embodiment, the supporting sleeve 21 is welded at the joint of the positioning steel ring 11 and the supporting rib 12, and the end surface of the supporting sleeve 21 is flush with the periphery of the reinforcement cage framework 1, so that the settlement of the reinforcement cage framework 1 in a pile body cannot be influenced, generally, the supporting sleeve 21 is slightly inclined and downwards arranged towards a pile hole, and when the pushing assembly 3 pushes against the anchor rod 22, the anchor rod 22 is more easily outwards opened;
the anchor rod 22 comprises an anchoring part 221 and a pushing part 222, the diameter of the pushing part 222 is smaller than that of the anchoring part 221 and extends out of the support sleeve 21, wherein the end part of the anchoring part 221 is in a conical shape so as to be anchored on the wall of the pile hole more easily, the anchoring part 221 is arranged in a hollow shape and is connected with a grouting pipe 226, the grouting pipe 226 is connected with grouting equipment, the peripheral wall and the end part of the anchoring part 221 are provided with a plurality of grouting holes 225, so that concrete grout can be sprayed outwards through the anchoring part 221, and the upper end of the support sleeve 21 is opened so as to form a channel for the grouting pipe 226 to slide; in general, a binding rubber may be coated on the grouting hole 225 formed in the anchoring part 221, so that the elastic deformation property of the rubber prevents the concrete in the pile body from flowing into the anchoring part 221, and when the grouting pressure is sufficiently high, the grouting liquid can be flushed out in one direction from the gap of the rubber and cannot flow back.
A limit step 223 is formed between the anchoring part 221 and the pushing part 222, a limit lug 211 used for abutting against the limit step 223 is arranged at the end part of the support sleeve 21, the anchor rod 22 is limited to slide inwards by abutting against the limit lug 211 and the limit step 223, so that the anchoring process of the anchor rod 22 is more convenient, correspondingly, a limit ring 224 used for abutting against the limit lug 211 is arranged at the position of the pushing part 222 close to the end part, the limit ring 224 abuts against the limit ring 224, the situation that the anchor rod 22 slides outwards due to too much length and breaks away from the support sleeve 21 to cause the anchoring effect of the anchor rod 22 to fail is prevented, the distance between the limit step 223 and the limit ring 224 is the distance that the anchor rod 22 can slide, and different sliding distances can be set according to the size of the pile diameter.
As shown in fig. 2 and 3, pusher shoe 3 includes: a pushing rod 31 connected with the vibration device, wherein the pushing rod 31 is provided with a guide hole matched with the guide component 5 of the vibration device; a pushing block 32 which is arranged on the side wall of the pushing rod 31 and close to the end part of the pushing rod 31, wherein a pushing inclined plane 33 for abutting against the pushing part 222 is arranged on the pushing block 32;
the length of the pushing rod 31 is consistent with the total length of the reinforcement cage framework 1, usually, identification lines for indicating the positions of the reinforcing component 2 and the pushing block 32 are arranged at the upper end of the reinforcement cage framework 1 and on the outer wall of the pushing rod 31, the positions of the reinforcing component 2 and the pushing block 32 can be determined through the identification lines, the pushing block 32 and the reinforcing component 2 are conveniently aligned, and therefore the construction efficiency is improved; of course, in this embodiment, the cross section of the guide member 5 may be a prism, the corresponding guide hole is also a prism, and a guide ring that is engaged with the guide member 5 is welded to the bottom of the steel keel, so that when the guide rod is inserted into the guide ring and the push rod 31 is sleeved on the guide member 5, the reinforcing component 2 is aligned with the push block 32, thereby facilitating the push block 32 to apply a pushing force to the reinforcing component 2;
After concrete is injected into a pile hole, the reinforcement cage framework 1 is vibrated and sunk into a pile body through a vibrating device, at the moment, the anchor rod 22 is in a folded state, then the pushing rod 31 is assembled on the vibrating device and is positioned at the center of the reinforcement cage framework 1, then the lower vibrating edge is sunk into the pile body under the guidance of the guide member 5, the pushing block 32 can abut against the pushing part 222 of the anchor rod 22 in the descending process of the pushing rod 31, under the action of the vibrating force, the pushing block 32 pushes the anchor rod 22 to slide outwards along the axial direction of the supporting sleeve 21 and be anchored on the wall of the pile hole, so that the reinforcement cage framework 1 is connected with the wall of the pile hole, the stability of the pile foundation in the pile hole is improved, the bearing capacity of the pile foundation is improved, then the concrete can be injected into the anchor rod 22 through the grouting pipe 226 and is injected into the soil layer around the pile hole through the grouting hole 225, and a reinforcing structure 6 is formed around the pile hole, the pile foundation is more firmly fixed in the pile hole, and the bearing capacity of the pile foundation is further improved.
Example two
A long spiral drilling pressure filling pile forming construction method comprises the following steps:
the method comprises the following steps: as shown in fig. 4, the auxiliary reinforcing device of the first embodiment is manufactured according to a predetermined pile foundation size, wherein the pile foundation size includes a pile height and a pile diameter, and the diameter of the steel reinforcement cage framework 1 is generally adapted to the pile diameter, and the length of the steel reinforcement cage framework is adapted to the pile height;
step two: as shown in fig. 5, a long auger is used to drill holes at predetermined positions according to predetermined pile foundation sizes;
step three: as shown in fig. 6, the drill bit of the long auger drill is lifted upwards while concrete is pumped into the formed pile hole, wherein the slump of the concrete is 180-220mm, and the strength grade is C20-C50;
step four: as shown in fig. 7, after the concrete pouring in the pile hole is completed and before the concrete is initially set, assembling the reinforcement cage framework 1 of the auxiliary reinforcement device with the vibration device, and suspending the reinforcement cage framework to be right above the pile hole;
step five: as shown in fig. 8, the vibration hammer 4 of the vibration device is started, the auxiliary reinforcing device is driven to move downwards, and the auxiliary reinforcing device is sunk into the pile body to the designed elevation under the action of the exciting force of the vibration hammer 4 and the guide of the guide member 55 of the vibration device;
step six: as shown in fig. 9, the vibration hammer 4 is closed, the guide member 5 is removed from the vibration device, the vibration hammer 4 is raised to the initial position, and the reinforcement cage framework 1 and the reinforcement assembly 2 of the auxiliary reinforcement device are left in the pile body;
step seven: as shown in fig. 10, the pushing unit 3 of the auxiliary reinforcing apparatus is assembled with the vibration hammer 4, and the guide member 5 is inserted into the guide hole, and the pushing block 32 is aligned with the reinforcing unit 2;
step eight: as shown in fig. 11, the vibration hammer 4 is started again, and the pushing assembly 3 is driven to descend, under the action of the exciting force of the vibration hammer 4 and the guide of the guide member 55, the pushing assembly 3 presses and anchors the anchor rod 22 on the wall of the pile hole;
step nine: as shown in fig. 12, guide member 5 is assembled with vibratory hammer 4 again, and guide member 5 and pusher shoe 3 are pulled out by the vibration of vibratory hammer 4;
step ten: as shown in fig. 13, after the concrete in the pile hole is finally set, the grouting pipe 226 is communicated with the grouting equipment, the concrete is injected into the periphery of the pile body from the anchor rod 22 through the grouting pipe 226 to finally form the reinforcing structure 6, when direct grouting is difficult, clear water can be injected firstly, and grouting is performed after a grouting passage is unblocked.
Promote stock 22 anchor on pile hole wall through advancing subassembly 3, thereby make steel reinforcement cage skeleton 1 be connected with pile hole wall, make pile hole soil horizon all around form the support to the pile foundation, the stability of pile foundation in the pile hole has been improved, simultaneously because stock 22 inserts in the soil horizon, slip casting pipe 226 can spread to bigger scope through stock 22 when slip casting, thereby make final reinforced structure 6 intensity that forms higher, the bearing capacity and the soil body intensity of pile foundation have been improved substantially, the pile foundation subsides has been reduced, and then the hidden danger of engineering quality has been reduced.
In the foregoing embodiments, the descriptions of the respective embodiments have respective emphasis, and for parts that are not described in detail in a certain embodiment, reference may be made to related descriptions of other embodiments.
It should be noted that, for simplicity of description, the above-mentioned method embodiments are described as a series of acts or combination of acts, but those skilled in the art will recognize that the present invention is not limited by the order of acts, as some steps may occur in other orders or concurrently in accordance with the invention. Further, those skilled in the art should also appreciate that the embodiments described in the specification are preferred embodiments and that the acts and modules referred to are not necessarily required by the invention.
In the embodiments provided in the present application, it should be understood that the disclosed apparatus may be implemented in other manners. For example, the above-described embodiments of the apparatus are merely illustrative, and for example, the above-described division of the units is only one type of division of logical functions, and other divisions may be realized in practice, for example, a plurality of units or components may be combined or integrated into another system, or some features may be omitted, or not executed. In addition, the shown or discussed mutual coupling or communication connection may be an indirect coupling or communication connection between devices or units through some interfaces, and may be in a telecommunication or other form.
The units described as separate parts may or may not be physically separate, and parts displayed as units may or may not be physical units, may be located in one place, or may be distributed on a plurality of network units. Some or all of the units can be selected according to actual needs to achieve the purpose of the solution of the embodiment.
The above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; although the present invention is described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (7)
1. The utility model provides a supplementary reinforcing apparatus of stake is irritated to long auger drilling pressure which characterized in that includes:
steel reinforcement cage skeleton (1), steel reinforcement cage skeleton (1) includes: the pile comprises a positioning steel ring (11) matched with a pile hole, a supporting rib (12) fixedly assembled on the positioning steel ring (11), and a bottom pocket reinforcing steel bar (13) arranged at the bottom end of the supporting rib (12) and used for transmitting the vibration force of a vibration device;
a reinforcing component (2) which is born on the positioning steel ring (11) and/or the supporting rib (12) and used for expanding outwards the supporting rib (12) and anchoring on the wall of the pile hole; and the number of the first and second groups,
a pushing assembly (3) guided by a guide member (5) of the vibration device and used for abutting against the reinforcing assembly (2) to be outwards opened in the descending process so as to anchor the reinforcing assembly (2) on the wall of the pile hole;
the reinforcement assembly (2) comprises:
a support sleeve (21) fixedly assembled with the positioning steel ring (11) and/or the support rib (12), wherein the support sleeve (21) is positioned in the reinforcement cage framework (1); and the number of the first and second groups,
the anchor rod (22) is assembled on the support sleeve (21) in a sliding mode and used for anchoring with a pile hole wall, and the anchor rod (22) extends out of the support sleeve (21) towards the center of the reinforcement cage framework (1) inwards;
the anchor rod (22) comprises an anchoring part (221) and a pushing part (222), the diameter of the pushing part (222) is smaller than that of the anchoring part (221), a limiting step (223) is formed between the anchoring part (221) and the pushing part (222), and the pushing part (222) extends out of the support sleeve (21); the end part of the supporting sleeve (21) is provided with a limit lug (211) which is used for being abutted against the limit step (223),
the pusher shoe (3) comprises:
the pushing rod (31) is used for being connected with the vibration device, and a guide hole matched with a guide component (5) of the vibration device is formed in the pushing rod (31); and the number of the first and second groups,
the pushing block (32) is arranged on the side wall of the pushing rod (31) and close to the end part of the pushing rod (31), and a pushing inclined surface (33) used for pushing the pushing part (222) in a pushing mode is arranged on the pushing block (32).
2. The auxiliary reinforcing apparatus for a long auger drilling and grouting pile according to claim 1, wherein the anchor rod (22) is hollow and connected with a grouting pipe (226), and grouting holes (225) are provided on the end and/or peripheral wall of the anchor rod (22).
3. The auxiliary reinforcing device for the long auger drilling pressure-filling pile according to claim 1, wherein a position of the pushing part (222) close to the end part is further provided with a limiting ring (224) for abutting against the limiting lug (211).
4. Auxiliary reinforcement of long auger drilling pressure-cast piles according to claim 3, characterised in that the support sleeve (21) is set obliquely downwards towards the pile bore.
5. The auxiliary reinforcing device for the long auger drilling and pressure filling pile according to claim 1, wherein the reinforcing assembly (2) is provided with a plurality of groups around the circumference of the reinforcement cage framework (1), and the push block (32) is provided with a plurality of groups matched with the reinforcing assembly (2).
6. The auxiliary reinforcing device for the long auger drilling and pressure filling pile according to claim 5, wherein the upper end of the reinforcement cage framework (1) and the outer wall of the push rod (31) are further provided with identification lines for indicating the positions of the reinforcing component (2) and the push block (32).
7. A long spiral drilling pressure filling pile forming construction method is characterized by comprising the following steps:
the method comprises the following steps: manufacturing the auxiliary reinforcement device according to any one of claims 1 to 6 according to a predetermined pile foundation size;
step two: drilling holes at a preset position according to the preset pile foundation size by using a long spiral drilling machine;
step three: pumping concrete into the formed pile hole while lifting the drill bit of the long spiral drilling machine upwards;
step four: after concrete pouring in the pile hole is completed and before the concrete is initially set, assembling a reinforcement cage framework (1) of the auxiliary reinforcing device with a vibrating device, and suspending the reinforcement cage framework and the vibrating device right above the pile hole;
step five: starting a vibration hammer (4) of the vibration device, driving the auxiliary reinforcing device to move downwards, and sinking the auxiliary reinforcing device into the pile body to a designed elevation under the action of the exciting force of the vibration hammer (4) and the guide of a guide member (5) of the vibration device;
step six: closing the vibration hammer (4), detaching the guide member (5) from the vibration device, and lifting the vibration hammer (4) to an initial position, wherein the reinforcement cage framework (1) and the reinforcement assembly (2) of the auxiliary reinforcement device are left in the pile body;
step seven: assembling a pushing assembly (3) of the auxiliary reinforcing device with a vibration hammer (4), and inserting a guide member (5) into the guide hole;
step eight: the vibration hammer (4) is started again, the pushing assembly (3) is driven to descend, and under the action of the exciting force of the vibration hammer (4) and the guide of the guide member (5), the anchor rod (22) is pressed and anchored on the wall of the pile hole by the pushing assembly (3);
step nine: the guide member (5) is assembled with the vibration hammer (4) again, and the guide member (5) and the pushing assembly (3) are pulled out under the vibration action of the vibration hammer (4);
step ten: after the concrete in the pile hole is finally set, the concrete is injected into the periphery of the pile body from the anchor rod (22) through the grouting pipe (226) to finally form the reinforced structure (6).
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| CN110080236B (en) * | 2019-05-10 | 2020-08-28 | 西南石油大学 | But device is transferred to cyclic utilization steel reinforcement cage who hangs muscle |
| CN110344397B (en) * | 2019-07-05 | 2021-07-27 | 深圳宏业基岩土科技股份有限公司 | Steel reinforcement cage structure of drilling club-footed pile |
| CN112227605B (en) * | 2020-09-25 | 2022-03-25 | 福建新华夏建工有限公司 | Reinforcement cage for karst geology and foundation reinforcing method for karst geology |
| CN113846991B (en) * | 2021-09-22 | 2023-05-02 | 浙江化工工程地质勘察院有限公司 | Reinforcing structure and reinforcing method for inner wall of drill hole |
| CN115419103A (en) * | 2022-10-19 | 2022-12-02 | 四川省送变电建设有限责任公司 | Power transmission line engineering foundation structure and construction method thereof |
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| JP3926364B2 (en) * | 2004-11-11 | 2007-06-06 | 東日本旅客鉄道株式会社 | Construction method of tip-reinforced cast-in-place piles |
| CN100476082C (en) * | 2007-01-12 | 2009-04-08 | 建研地基基础工程有限责任公司 | Post-grouting construction method for long helical bore grouting pile and grouting device thereof |
| CN205954613U (en) * | 2016-08-12 | 2017-02-15 | 中国地质大学（武汉） | Steel reinforcement cage of cast -in -place pile |
| CN106760219A (en) * | 2017-02-23 | 2017-05-31 | 江苏景源万河环境科技有限公司 | A kind of reducing steel reinforcement cage and its enlarging anchor rod or pile foundation |
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