CN214832589U - Combined pile structure for treating insufficient bearing capacity of deep foundation pit construction pile - Google Patents
Combined pile structure for treating insufficient bearing capacity of deep foundation pit construction pile Download PDFInfo
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- CN214832589U CN214832589U CN202121306228.5U CN202121306228U CN214832589U CN 214832589 U CN214832589 U CN 214832589U CN 202121306228 U CN202121306228 U CN 202121306228U CN 214832589 U CN214832589 U CN 214832589U
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Abstract
The utility model provides a combined pile structure for treating the insufficient bearing capacity of a deep foundation pit construction pile, which relates to the technical field of buildings and solves the technical problem of poor effect of treating the insufficient bearing capacity of the deep foundation pit construction pile by adopting the existing method in the prior art, the combined pile structure comprises a steel pipe pile, grouting pipes and a steel pipe sleeve, wherein the grouting pipes are connected and arranged on the two sides of the steel pipe pile; the bottom section of the grouting pipe is provided with a pressure drop spray head, the steel pipe sleeve is sleeved outside the pressure drop spray head, the bottom of the steel pipe sleeve is blocked, and an accommodating cavity is formed between the steel pipe sleeve and the pressure drop spray head; the utility model discloses when using, the direct normal position cover of steel-pipe pile is beaten construction stake, need not change cushion cap position and size, through the slip casting pipe to the peripheral slip casting of steel-pipe pile, consolidates the soil body, and reinforcing soil body wholeness improves the frictional resistance between the soil body and steel-pipe pile, effectively guarantees steel-pipe pile bearing capacity, current construction scheme compares, the simple operation, society and economic effect are showing, accord with the requirement of energy-efficient green construction, have practiced thrift construction cost simultaneously.
Description
Technical Field
The utility model relates to a building technical field, concretely relates to handle not enough combination formula stake type structure of deep basal pit construction stake bearing capacity.
Background
At present, the traditional mode of handling deep basal pit PHC tubular pile bearing capacity not enough and the water fall sand fall has: (1) backfilling the foundation pit and piling again; (2) and constructing a cast-in-situ bored pile on the substrate. Although the first method can solve the problem of insufficient bearing capacity of PHC due to water leakage and sand emission, pile positions for pile repair are not easy to arrange due to the influence of the original PHC pipe pile, and bearing platforms and the like need to be correspondingly changed. The large-scale pile sinking equipment cannot normally enter the excavated deep foundation pit, and the large-scale equipment is high in cost for entering and exiting the pit. Original stake is because the sand blasting degree is different, and the bearing capacity size is uneven and the distribution is extremely irregular, and original stake can't estimate to the influence of foundation rigidity, and foundation ditch backfill engineering volume is big, and the construction period is long, even can mend the stake again, but also has the risk that the bearing capacity descends and the sand blasting of water blasting in the later stage. The second method has the defects of difficult pore forming, rising of confined water in the pores, no guarantee of pile forming quality, incapability of ensuring bearing capacity, generation of a large amount of slurry in the process, site pollution and difficult outward transportation of the slurry in deep foundation pits.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile, which solves the technical problem of poor effect of treating the insufficient bearing capacity of the deep foundation pit construction pile by adopting the existing method in the prior art; the utility model provides a plurality of technical effects that the preferred technical scheme in a plurality of technical schemes can produce (the grouting pipe bottom section is provided with a plurality of grout holes for grouting, the grout holes are arranged in a quincunx shape to improve the grouting success rate, simultaneously, when the construction pile is a PHC pipe pile, foundation cavities caused by water and sand effluence are processed, a foundation is laid for ensuring the bearing capacity of the steel pipe pile, the grout holes are provided with one-way valves to limit the flowing direction of grout and avoid backflow, a pressure drop nozzle and a steel pipe sleeve form an accommodating cavity, foaming glue is filled in the pressure drop nozzle and the steel pipe sleeve, on one hand, the pressure drop nozzle is effectively prevented from being blocked by soil mass in the pipe sinking process, on the other hand, the foaming glue can be extruded by the grouting pipe when grouting, the grouting effect is not influenced, the bottom of the steel pipe sleeve is provided with a steel plate plug, the bottom of the steel plate plug is provided with a ribbed plate to help the grouting pipe to sink into the soil mass along with the steel pipe pile, the lower sections of the two grouting pipes are respectively positioned at the outer side and the inner side of the steel pipe pile, the inner soil body and the outer soil body of the steel pipe pile can be reinforced simultaneously, the integrity of the soil body is increased, and the frictional resistance between the soil body and the steel pipe pile is improved; the grouting pipe is provided with a control valve for controlling the grouting; the steel pipe sleeve and the steel pipe pile, and the grouting pipe and the steel pipe pile are welded, and are firmly connected; see below for details.
In order to achieve the above purpose, the utility model provides a following technical scheme:
the utility model provides a pair of handle not enough combination formula stake type structure of deep basal pit construction stake bearing capacity, including steel-pipe pile, slip casting pipe and steel-pipe sleeve, wherein: the two sides of the steel pipe pile are both connected with the grouting pipes; the bottom section of the grouting pipe is provided with a pressure drop nozzle, the steel pipe sleeve is sleeved outside the pressure drop nozzle, the bottom of the steel pipe sleeve is blocked, and an accommodating cavity is formed between the steel pipe sleeve and the pressure drop nozzle.
The construction pile is a PHC tubular pile, a CFG pile or a filling pile and the like.
Preferably, the bottom section of the grouting pipe is provided with a plurality of grout holes, and the bottom section of the grouting pipe forms the pressure drop nozzle.
Preferably, the grout outlet is arranged in a quincunx shape.
Preferably, a one-way valve is arranged at the position of the slurry overflow hole.
Preferably, a gap exists between the bottom of the pressure drop nozzle and the bottom of the steel pipe sleeve, and the outer wall of the pressure drop nozzle and the inner wall of the steel pipe sleeve enclose the accommodating cavity.
Preferably, the containing cavity is filled with foaming glue.
Preferably, a steel plate plug is arranged at the bottom of the steel pipe sleeve, and a ribbed plate is arranged at the bottom of the steel plate plug.
Preferably, the grouting pipe on one side of the steel pipe pile is arranged along the axial direction of the steel pipe pile; the grouting pipe on the other side of the steel pipe pile comprises an upper section, a bending section and a lower section which are sequentially connected, the upper section is arranged on the outer side of the steel pipe pile along the axial direction of the steel pipe pile, the bending section is bent from outside to inside relative to the steel pipe pile, and the lower section is arranged on the inner side of the steel pipe pile along the axial direction of the steel pipe pile.
Preferably, the upper part of the grouting pipe is connected with a control valve.
Preferably, the steel pipe pile is welded with the grouting pipe; and the steel pipe pile is welded with the steel pipe sleeve.
The utility model provides a pair of handle not enough combination formula stake type structure of deep basal pit construction stake bearing capacity has following beneficial effect at least:
the combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile comprises a steel pipe pile, grouting pipes and a steel pipe sleeve, wherein the grouting pipes are connected to two sides of the steel pipe pile, a pressure drop nozzle is arranged at the bottom section of each grouting pipe, the steel pipe sleeve is arranged on the outer side of the pressure drop nozzle, the bottom of the steel pipe sleeve is blocked, and an accommodating cavity is formed between the steel pipe sleeve and the pressure drop nozzle.
When the combined pile structure is used, the steel pipe pile is directly sleeved and driven into a construction pile in situ, the position and the size of a bearing platform do not need to be changed, the periphery of the steel pipe pile is grouted through the grouting pipe, the soil body is reinforced, the integrity of the soil body is enhanced, the frictional resistance between the soil body and the steel pipe pile is improved, and the bearing capacity is effectively guaranteed.
The utility model discloses modular stake type structure has that the construction speed is fast, and it is of high quality to become a stake, practices thrift with low costs, small in noise, pollutes for a short time, and is safe convenient, receives characteristics such as place influence is little, adopts it can effectively solve the problem that deep basal pit construction stake bearing capacity descends, compares current other construction scheme, has the feasibility of implementation, the simple operation, the effectual construction period that has shortened, society and economic effects are showing, accord with the requirement of energy-efficient green construction, construction cost has been practiced thrift simultaneously.
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 these drawings without creative efforts.
FIG. 1 is a schematic view of the grouting structure of the steel pipe pile of the present invention;
FIG. 2 is a sectional view of the grouting structure of the steel pipe pile of the present invention;
FIG. 3 is a plan view of the steel pipe pile and grouting nozzle of the present invention;
fig. 4 is an enlarged view of a portion a of fig. 1 according to the present invention.
Reference numerals
1. Steel pipe piles; 2. a grouting pipe; 21. a pressure drop spray head; 211. a slurry overflow hole; 212. a one-way valve; 22. a steel plate plug; 23. adding a ribbed plate; 3. steel pipe sleeve; 31. an accommodating cavity; 4. a control valve; 5. and (5) constructing the pile.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer, the technical solutions of the present invention will be described in detail below. It is to be understood that the embodiments described are only some embodiments of the invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
Example 1:
the utility model provides a combined pile structure for treating insufficient bearing capacity of a deep foundation pit construction pile, as shown in figures 1 and 2, the combined pile structure comprises a steel pipe pile 1, grouting pipes 2 and a steel pipe sleeve 3, and the grouting pipes 2 are connected and arranged on both sides of the steel pipe pile 1; the bottom section of the grouting pipe 2 is set as a pressure drop nozzle 21, the steel pipe sleeve 3 is sleeved outside the pressure drop nozzle 21, the bottom of the steel pipe sleeve 3 is blocked, and an accommodating cavity 31 is formed between the steel pipe sleeve 3 and the pressure drop nozzle 21.
Taking a construction pile 5 as an example of a PHC tubular pile, in the using process, firstly drawing the position of the construction pile 5 with insufficient site bearing capacity, determining the driving depth of the steel pipe pile 1 through checking calculation, then pressing the grouting pipe 2 into a soil body along with the steel pipe pile 1 together, dredging the grouting pipe 2 through applying pressure water, then uniformly injecting slurry into a stratum, wherein the slurry occupies the position after removing moisture and air among soil particles in the modes of filling, permeation, compaction and the like, so that the original loose soil particles or cracks are bonded into a whole to form a 'stone body' with good structural property, light degree, water resistance and chemical stability, the bearing capacity of the steel pipe pile is effectively improved, and the risk of sand emission caused by water leakage of the PHC tubular pile can be effectively reduced.
Example 2:
example 2 is based on example 1:
as shown in fig. 4, the grouting pipe 2 is provided with a plurality of grout holes 211 at a section of 20-30cm from the bottom to form a pressure drop nozzle 21; the slurry overflow holes 211 are arranged in a quincunx shape; the position of the slurry overflow hole 211 is provided with a one-way valve 212, and the one-way valve 212 controls the one-way flow of the slurry.
Alternatively, the one-way valve 212 may be formed of rubber or other resilient material.
As an alternative embodiment, as shown in fig. 4, a gap exists between the bottom of the pressure drop nozzle 21 and the bottom of the steel pipe sleeve 3, the outer wall of the pressure drop nozzle 21 and the inner wall of the steel pipe sleeve 3 enclose an accommodating cavity 31, and the accommodating cavity 31 is filled with foaming glue.
Adopt novel pressure drop shower nozzle 21 cooperation to fill to have the steel pipe cover 3 of foamed rubber, can effectively solve slip casting pipe 2 and block up the technological problem in excessive thick liquid hole 211 after the soil body is closely knit through the vibration, improve the success rate of slip casting, through can handling the foundation cavity that PHC tubular pile effluvium sand caused, establish the basis for guaranteeing the bearing capacity of steel-pipe pile 1.
As an alternative embodiment, as shown in fig. 3 and 4, a steel plate plug 22 is arranged at the bottom of the steel pipe sleeve 3, and two ribbed plates 23 are vertically arranged at the bottom of the steel plate plug 22 to help the grouting pipe 2 to sink into the soil along with the steel pipe pile 1.
As an alternative embodiment, as shown in fig. 2, the grout pipe 2 on the steel-pipe pile 1 side is provided along the axial direction of the steel-pipe pile 1, and the bottom thereof is 50cm from the bottom of the steel-pipe pile 1.
The grouting pipe 2 on the other side of the steel pipe pile 1 comprises an upper section, a bending section and a lower section which are connected at one time, the upper section is arranged along the axial direction of the steel pipe pile 1 and located on the outer side of the steel pipe pile 1, the bending section is bent from outside to inside at a position 1.5m away from the bottom of the steel pipe pile 1, the lower section is arranged on the inner side of the steel pipe pile 1 along the axial direction of the steel pipe pile 1, and the distance from the bottom of the lower section to the bottom of the steel pipe pile 1 is 50 cm.
As an alternative embodiment, the upper part of the grouting pipe 2 is connected with a control valve 4 for controlling grouting pressure, slurry flow rate and flow.
As an alternative embodiment, the steel pipe pile 1 is welded with the grouting pipe 2; the steel pipe pile 1 is welded with the steel pipe sleeve 3.
Taking the construction pile 5 as an example of a PHC pipe pile, the construction method for treating the insufficient bearing capacity of the PHC pipe pile of the deep foundation pit by adopting the combined pile type structure comprises the following steps:
the method comprises the following steps: determining the position of the PHC tubular pile to be processed, positioning and marking coordinates in a CAD drawing, modeling by utilizing BIM, simulating the construction process of sleeving the steel pipe pile 1 into the PHC tubular pile, checking the implementation feasibility of sleeving and driving the steel pipe pile 1, and determining the coordinates of the steel pipe pile 1 to be driven;
step two: engineering geological drilling data, hydrological data and piling data are mastered before pile sinking, ground upper (lower) obstacles must be processed, the field is leveled, the ground bearing capacity required by walking of the crawler crane is met, the construction field is level and solid, and if surface excavation is carried out, backfilling broken stones and compacting are required, so that the normal operation of the crawler crane is met;
step three: the PHC tubular pile to be processed is driven by the grouting pipe 2 and the steel pipe pile 1 in situ by using the resonance-free hydraulic vibration hammer sinking hammer until the steel pipe pile 1 is sunk into a designed elevation, the control of stopping hammering of the pile is determined according to the soil quality of the pile end, the designed elevation of the pile end is mainly controlled under the general condition, and the penetration degree is assisted.
Step four: after pile sinking is finished, opening a plug by using high-pressure water (8.0MPa), firstly injecting cement slurry into the inner side of the steel pipe pile 1, pressing the cement slurry into a soil body through a gap between the grouting pipe 2 and the steel pipe sleeve 3, filling a gap formed by water-bleeding and sand-blowing, stopping grouting when the grouting amount reaches a design value, then grouting the outer side of the steel pipe pile 1, controlling the grouting pressure within 1.5-2.5MPa, and controlling the flow rate of the slurry to be not more than 45L/min.
Step five: after grouting is finished, pile testing detection is carried out, and construction can be carried out next step after pile testing is qualified.
The above description is only for the specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto, and any person skilled in the art can easily think of the changes or substitutions within the technical scope of the present invention, and all should be covered within the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. The utility model provides a handle not enough combination formula stake type structure of deep basal pit construction stake bearing capacity, its characterized in that includes steel-pipe pile, slip casting pipe and steel-pipe sleeve, wherein:
the two sides of the steel pipe pile are both connected with the grouting pipes;
the bottom section of the grouting pipe is provided with a pressure drop nozzle, the steel pipe sleeve is sleeved outside the pressure drop nozzle, the bottom of the steel pipe sleeve is blocked, and an accommodating cavity is formed between the steel pipe sleeve and the pressure drop nozzle.
2. The combined pile structure for treating the insufficiency of the bearing capacity of the deep foundation pit construction pile according to claim 1, wherein the bottom section of the grouting pipe is provided with a plurality of grout holes, and the bottom section of the grouting pipe forms the pressure drop nozzle.
3. The combined pile structure for treating the insufficiency of the bearing capacity of the construction pile of the deep foundation pit as claimed in claim 2, wherein the grout outlet is formed in a quincunx shape.
4. The combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile according to claim 2, wherein a one-way valve is arranged at the position of the grout outlet.
5. The combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile according to claim 3, wherein a gap is formed between the bottom of the pressure drop nozzle and the bottom of the steel pipe sleeve, and the outer wall of the pressure drop nozzle and the inner wall of the steel pipe sleeve enclose the accommodating cavity.
6. The combined pile structure for treating the insufficiency of the bearing capacity of the deep foundation pit construction pile according to claim 1, wherein the accommodating cavity is filled with foam rubber.
7. The combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile according to claim 1, wherein a steel plate plug is arranged at the bottom of the steel pipe sleeve, and a ribbed plate is arranged at the bottom of the steel plate plug.
8. The combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile according to claim 1, wherein a grouting pipe at one side of the steel pipe pile is arranged along the axial direction of the steel pipe pile;
the grouting pipe on the other side of the steel pipe pile comprises an upper section, a bending section and a lower section which are sequentially connected, the upper section is arranged on the outer side of the steel pipe pile along the axial direction of the steel pipe pile, the bending section is bent from outside to inside relative to the steel pipe pile, and the lower section is arranged on the inner side of the steel pipe pile along the axial direction of the steel pipe pile.
9. The combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile according to claim 1, wherein a control valve is connected to the upper part of the grouting pipe.
10. The combined pile structure for treating the insufficient bearing capacity of the deep foundation pit construction pile according to claim 1, wherein the steel pipe pile is welded with the grouting pipe;
and the steel pipe pile is welded with the steel pipe sleeve.
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| CN202121306228.5U CN214832589U (en) | 2021-06-10 | 2021-06-10 | Combined pile structure for treating insufficient bearing capacity of deep foundation pit construction pile |
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| CN202121306228.5U CN214832589U (en) | 2021-06-10 | 2021-06-10 | Combined pile structure for treating insufficient bearing capacity of deep foundation pit construction pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113186903A (en) * | 2021-06-10 | 2021-07-30 | 河南中城建设集团股份有限公司 | Combined pile structure and construction method for treating insufficient bearing capacity of deep foundation pit construction pile by adopting combined pile structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113186903A (en) * | 2021-06-10 | 2021-07-30 | 河南中城建设集团股份有限公司 | Combined pile structure and construction method for treating insufficient bearing capacity of deep foundation pit construction pile by adopting combined pile structure |
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