CN210684709U - Structure for improving bearing capacity of formed pile by external drilling grouting - Google Patents
Structure for improving bearing capacity of formed pile by external drilling grouting Download PDFInfo
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- CN210684709U CN210684709U CN201921459324.6U CN201921459324U CN210684709U CN 210684709 U CN210684709 U CN 210684709U CN 201921459324 U CN201921459324 U CN 201921459324U CN 210684709 U CN210684709 U CN 210684709U
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Abstract
The utility model discloses an outer drilling slip casting improves structure of piling up bearing capacity, including a plurality of drilling that are located to become pile week side on ground and establish, the degree of depth diverse of a plurality of drilling is provided with slip casting steel pipe, slip casting valve and check valve in the drilling, has laid sand bed and shutoff layer between slip casting steel pipe and the drilling inner wall, and the slip casting steel pipe passes through slip casting hose and high-pressure grouting pump intercommunication, and the grout of injection stratum forms and the reinforcement body of being connected of piling up. The utility model discloses only bore perpendicularly from the subaerial a plurality of degree of depth diverse drilling of establishing of the week side of having formed a stake to bury the slip casting steel pipe in every drilling and seal up the week side stratum of appointed height of having formed a stake, improve the frictional force between the week side stratum of having formed a stake and appointed height, effectively improve and have become a stake bearing capacity, and little to the disturbance of whole stake already, the time limit for a project is short, and is with low costs, avoids a large amount of artifical consumptions, and the security is good.
Description
Technical Field
The utility model belongs to the technical field of improve the bearing capacity of piling, concretely relates to structure that outer drilling slip casting improves the bearing capacity of piling.
Background
The cast-in-situ bored pile has the advantages of high construction speed, small occupied area, strong adaptability to various soil layers, high bearing capacity and the like, and is widely applied to various pile foundation projects. Because influenced by many factors such as geological conditions, construction management, the drilling bored concrete pile construction is accomplished the back and is detected test stake bearing capacity not enough, or can not satisfy the deformation requirement, perhaps takes place during the pile end bearing layer non-ideal state, needs to improve pile body bearing capacity, reduces the deflection, and reinforcing pile end bearing layer, the mode that handles drilling bored concrete pile bearing capacity not enough is commonly used has: after thorough cleaning, a new pile is poured in situ again to achieve thorough treatment, and the method has good effect, great difficulty, long period and high cost, and can be selected according to factors such as the importance of engineering, geological conditions, the number of defects and the like; or two piles are additionally arranged on two sides of the formed pile respectively, and the pile tops are connected by using a bearing platform, so that the scheme can change the structural form of the pile foundation; the existing method has slow daily progress and large labor consumption, and the quality, the construction period and the economy of the pile forming can not be controlled.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem lie in not enough to among the above-mentioned prior art, the utility model provides a structure that outer drilling slip casting improves into stake bearing capacity, its novel in design is reasonable, only establish a plurality of degree of depth diverse drilling from the subaerial perpendicular drilling in all sides that have become the stake, and bury the slip casting steel pipe in every drilling and seal up the appointed high week side stratum of stake, improve the frictional force between stake and the appointed high week side stratum of stake, effectively improve into stake bearing capacity, and little to the disturbance that whole was formed, the time limit for a project is short, and is low in cost, avoid a large amount of artifical consumptions, and the security is good, and is convenient for popularize and use.
In order to solve the technical problem, the utility model discloses a technical scheme is: the utility model provides a structure that outer drilling slip casting improves bearing capacity that has become a stake which characterized in that: the grouting device comprises a plurality of drill holes which are vertically drilled on the ground in the positions of the sides of the formed piles, the drill holes are multiple, the depth of each drill hole is different from that of each drill hole, each drill hole is internally provided with a grouting steel pipe extending into the bottom of the drill hole, one end, close to the bottom of the drill hole, of each grouting steel pipe is provided with a grouting valve, a one-way valve is arranged on a pipe section, located on the upper side of each grouting valve, of each grouting steel pipe, a sand layer is paved on the bottom of an area between each grouting steel pipe and the corresponding inner wall of the corresponding drill hole, the top end of each sand layer is higher than the top end of each one-way valve, a plugging layer used for plugging the corresponding drill hole is arranged in the area between each grouting steel pipe and the corresponding inner wall of the drill hole and located on the upper side of the sand layer, one end.
Foretell structure that outer drilling slip casting improved pile bearing capacity, its characterized in that: the number of the drill holes is 2-4, the 2-4 drill holes are uniformly distributed on the periphery of the formed pile, the depth of one of the 2-4 drill holes is 30-50 cm deeper than that of the formed pile, the drill holes are cylindrical and have the aperture of 8-10 cm, and the minimum distance between the center of each drill hole and the formed pile is 30-40 cm; the inner diameter of the grouting steel pipe is 2 cm-3 cm.
Foretell structure that outer drilling slip casting improved pile bearing capacity, its characterized in that: the grouting valve is a sleeve valve.
Foretell structure that outer drilling slip casting improved pile bearing capacity, its characterized in that: the cement paste is superfine cement paste, the grain diameter of the superfine cement in the superfine cement paste is 0.2-20 mu m, and the average grain diameter of the superfine cement in the superfine cement paste is 5-6 mu m.
Foretell structure that outer drilling slip casting improved pile bearing capacity, its characterized in that: the filling thickness of the sand layer is 50-70 cm, the sand layer is a coarse sand layer, and the fineness modulus of coarse sand in the coarse sand layer is 3.7-3.1.
Foretell structure that outer drilling slip casting improved pile bearing capacity, its characterized in that: the plugging layer is a mud ball plugging layer.
Compared with the prior art, the utility model has the following advantage:
1. the utility model discloses a boring perpendicularly and establishing a plurality of degree of depth diverse drilling on the ground of the week side of having formed a stake, inject the height of later stage slip casting, high-pressure slip casting all can highly form a reinforcement body in corresponding in each drilling, realize the solidification of the soil body of co-altitude not, improve the frictional force of having formed a stake and week side soil body, because the grout calculus of unequal thickness fixes in pile surface and pile bottom, consequently, certain hole enlargement and bottom expanding effect still have, effectively improve the bearing capacity of having formed a stake, convenient to popularize and use.
2. The sand layer is laid on the bottom layer of the area between the grouting steel pipe and the corresponding drilling inner wall, and the top end of the sand layer is higher than the top end of the one-way valve, so that the sand layer has larger pores, the seepage of high-pressure cement slurry in the grouting valve is facilitated, and the sand layer 7 adopts a coarse sand layer, so that the grouting valve cannot be compacted; and secondly, the mud ball in the sealing layer between the grouting steel pipe and the inner wall of the corresponding drill hole and in the area on the upper side of the sand layer is received, the grouting valve is prevented from being sealed after the mud ball is smashed, the reliability and the stability are realized, and the using effect is good.
3. The utility model discloses a region that just is located the sand bed upside between slip casting steel pipe and the corresponding drilling inner wall sets up the shutoff layer, high pressure cement thick liquid in avoiding the slip casting steel pipe overflows from drilling, high pressure cement thick liquid among the slip casting steel pipe oozes into the hole in the stratum soil under pressure, extrude to slip casting point week region by force, form spherical thick liquid bubble, thick liquid bubble extrusion week side soil body, compact the soil body promptly, replenish slip casting point week side region soil body intensity, the time limit for a project is short, low cost, avoid a large amount of artificial consumptions, the security is good.
To sum up, the utility model relates to a novel reasonable only drills perpendicularly from the subaerial a plurality of degree of depth diverse drilling of establishing of the week side of having become a stake to bury the slip casting steel pipe in every drilling and seal up the week side stratum of the appointed height of having become a stake, improve the frictional force between the week side stratum of having become a stake and appointed height, effectively improve and have become a stake bearing capacity, and little to the disturbance of whole stake of having become, the time limit for a project is short, and is with low costs, avoids a large amount of artifical consumptions, and the security is good, is convenient for use widely.
The technical solution of the present invention is further described in detail by the accompanying drawings and examples.
Drawings
Fig. 1 is a schematic diagram of the position relationship of the formed pile, the drilled hole and the grouting steel pipe of the present invention.
Fig. 2 is the utility model discloses the shutoff drilling and connect the high-pressure slip casting pump's schematic structure.
Fig. 3 is a schematic structural view of the present invention for forming a reinforcing body.
Fig. 4 is a partially enlarged view of a portion a in fig. 2.
Fig. 5 is a schematic diagram of the position relationship between the formed pile and two drilled holes according to the present invention.
Fig. 6 is a schematic diagram of the position relationship between the formed pile and the three drilled holes.
Fig. 7 is a schematic diagram of the position relationship between the formed pile and the four drilled holes.
Description of reference numerals:
1-the formation; 2-forming a pile; 3-1 — first bore;
3-2 — second drilling; 3-third drilling; 3-4-fourth drilling;
4-grouting the steel pipe; 5-a one-way valve; 6-grouting valve;
7-sand layer; 8-a blocking layer; 9-grouting flexible pipe;
10-high pressure grouting pump; 11-1 — a first reinforcement body; 11-2-unequal heights
And a second reinforcing body.
Detailed Description
As shown in figures 1 to 5, the structure for improving the bearing capacity of the finished pile by outer drilling grouting according to the present invention comprises a plurality of drill holes vertically drilled on the ground at the periphery of the finished pile 2, wherein the plurality of drill holes have different depths, each of the drill holes is provided with a grouting steel pipe 4 extending into the bottom of the drill hole, one end of the grouting steel pipe 4 near the bottom of the drill hole is provided with a grouting valve 6, a check valve 5 is arranged on the pipe section of the grouting steel pipe 4 above the grouting valve 6, a sand layer 7 is laid on the bottom layer of the area between the grouting steel pipe 4 and the corresponding inner wall of the drill hole, the top end of the sand layer 7 is higher than the top end of the check valve 5, a plugging layer 8 for plugging the corresponding drill hole is arranged between the grouting steel pipe 4 and the corresponding inner wall of the drill hole and on the upper side of the sand layer 7, one end of the grouting steel pipe 4 extending out of the drill hole is communicated with a high pressure grouting pump, the grouting hose 9 forms a reinforcing body connected with the formed pile 2 by cement slurry injected into the stratum 1 through the grouting valve 6.
It should be noted that, a plurality of drill holes with different depths are vertically drilled on the ground on the peripheral side of the formed pile, the height of post-grouting is limited, a reinforcing body is formed at the corresponding height by high-pressure grouting in each drill hole, the solidification of soil bodies with different heights is realized, the friction force between the formed pile and the soil body on the peripheral side is improved, and cement paste stones with different thicknesses are fixed on the pile surface and the pile bottom, so that the pile has certain expanding and bottom expanding effects, and the bearing capacity of the formed pile is effectively improved; a sand layer 7 is laid on the bottom layer of the area between the grouting steel pipe 4 and the inner wall of the corresponding drill hole, and the top end of the sand layer 7 is higher than that of the one-way valve 5, so that the sand layer 7 has larger pores, high-pressure cement slurry in the grouting valve 6 can be conveniently leaked out, and the sand layer 7 cannot be tightly close to the grouting valve 6 due to a coarse sand layer; secondly, the mud balls in the plugging layer 8 between the grouting steel pipe 4 and the inner wall of the corresponding drill hole and in the area above the sand layer 7 are caught, so that the grouting valve 6 is prevented from being plugged after being smashed, and the method is reliable and stable; the blocking layer 8 is arranged in the area between the grouting steel pipe 4 and the inner wall of the corresponding drill hole and positioned on the upper side of the sand layer 7, so that high-pressure cement slurry in the grouting steel pipe 4 is prevented from overflowing from the drill hole, the high-pressure cement slurry in the grouting steel pipe 4 seeps into pores in formation soil under pressure and is forcibly extruded to the peripheral area of a grouting point to form spherical slurry bubbles, the slurry bubbles extrude the peripheral soil body, namely, the soil body is compacted, the strength of the soil body in the peripheral area of the grouting point is supplemented, the construction period is short, the cost is low, a large amount of labor consumption is avoided, and the safety is good.
In the embodiment, the number of the drill holes is 2-4, 2-4 drill holes are uniformly distributed on the periphery of the formed pile 2, the depth of one of the 2-4 drill holes is 30-50 cm deeper than that of the formed pile 2, the drill holes are cylindrical and have the aperture of 8-10 cm, and the minimum distance between the center of each drill hole and the formed pile 2 is 30-40 cm; the inner diameter of the grouting steel pipe 4 is 2 cm-3 cm.
It should be noted that 2-4 said drilling holes are uniformly distributed on the periphery of the formed pile 2, which is convenient for the reinforcement body to reinforce the formed pile 2 in different directions, and improves the friction force between the formed pile and the soil body in all directions of the periphery.
In this embodiment, the grouting valve 6 is a sleeve valve, and the check valve 5 is preferably a DXF6-G check valve.
In the embodiment, the cement slurry is superfine cement slurry, the grain size of the superfine cement in the superfine cement slurry is 0.2-20 μm, and the average grain size of the superfine cement in the superfine cement slurry is 5-6 μm; the superfine cement slurry comprises the following components in parts by weight: 100 parts of superfine cement, 0.6-2.0 parts of fluid loss additive, 0.05-0.3 part of retarder hydroxyl-fork diphosphonic acid, 0.4 part of dispersing agent, 0.4 part of defoamer tributyl phosphate and 76 parts of water, wherein the superfine cement is GM8000 superfine cement, and the fluid loss additive is DSJ-S fluid loss additive; the cement paste adopts superfine cement paste, so that the pile bottom and the pile side of the formed pile can be reinforced more easily, and the fluidity and the permeability are good.
In actual use, the superfine cement slurry can be replaced by common cement slurry, and the common cement slurry adopts a cement-water ratio of 1: 0.7, and P.O 32.5.5 ordinary Portland cement is adopted as the cement in the ordinary cement paste.
In the embodiment, the filling thickness of the sand layer 7 is 50-70 cm, the sand layer 7 is a coarse sand layer, and the fineness modulus of coarse sand in the coarse sand layer is 3.7-3.1.
In this embodiment, the plugging layer 8 is a mud ball plugging layer.
As shown in fig. 5, when the number of the drill holes is 2, 2 drill holes are drilled at two ends of the formed pile 2 along any diameter direction of the formed pile 2, wherein the 2 drill holes are a first drill hole 3-1 and a second drill hole 3-2 respectively; as shown in fig. 6, when the number of the drill holes is 3, 3 drill holes are uniformly drilled along the peripheral side of the pile-formed pile 2, and the 3 drill holes are a first drill hole 3-1, a second drill hole 3-2 and a third drill hole 3-3 respectively; as shown in fig. 7, when the number of drill holes is 4, 4 drill holes are uniformly drilled along the circumference of the pile-formed pile 2, and the 4 drill holes are a first drill hole 3-1, a second drill hole 3-2, a third drill hole 3-3 and a fourth drill hole 3-4, respectively.
The utility model discloses it is realWhen applying, according to the formula
Determining the number n of drilled holes, wherein H is the depth of the formed pile 2, Δ H is the depth interval threshold and Δ H is 5-15 m [ ·]Is a rounding function; the method comprises the following steps that n drill holes are vertically drilled in the ground at the position, located on the periphery of a formed pile 2, the n drill holes are uniformly distributed on the periphery of the formed pile 2, the depth of the n drill holes is different from each other, and the depth of one of the n drill holes is 30-50 cm deeper than that of the formed pile 2; the drill hole is a cylindrical drill hole, the aperture of the drill hole is 8 cm-10 cm, and the minimum distance between the center of the drill hole and the formed pile 2 is 30 cm-40 cm; a grouting steel pipe 4 at the bottom of each drill hole is placed in each drill hole, a grouting valve 6 is arranged at one end, to be placed to the bottom of each drill hole, of the grouting steel pipe 4 before the grouting steel pipe 4 is placed, a check valve 5 is arranged on a pipe section, located on the upper side of the grouting valve 6, of the grouting steel pipe 4, and the distance between one end, far away from the grouting valve 6, of the check valve 5 and the tail end of one end, to be placed to the bottom of each drill hole, is L; firstly, laying a sand layer 7 on the bottom layer of the area between the grouting steel pipe 4 and the inner wall of the corresponding drill hole, wherein the thickness of the sand layer 7 is greater than L; then laying a plugging layer 8 for plugging the corresponding drill hole in the area between the grouting steel pipe 4 and the inner wall of the corresponding drill hole and positioned on the upper side of the sand layer 7, wherein the plugging layer 8 is a mud ball plugging layer, and mud balls in the mud ball plugging layer are compacted in the area between the grouting steel pipe 4 and the inner wall of the corresponding drill hole and positioned on the upper side of the sand layer 7 through a compacting tool;
the value range of L is 50-70 cm, the sand layer 7 is a coarse sand layer, and the fineness modulus of coarse sand in the coarse sand layer is 3.7-3.1;
one end of the grouting steel pipe 4 extending out of the drill hole is communicated with a high-pressure grouting pump 10 through a grouting hose 9, and the grouting hose 9 injects cement slurry into the stratum 1 through a grouting valve 6; when the amount of cement slurry injected into the stratum 1 by the grouting hose 9 through the grouting valve 6 in each drill hole is larger than a cement slurry amount threshold value or the grouting pressure in each drill hole is larger than a grouting pressure threshold value or ground reverse grouting, the high-pressure grouting is finished, the high-pressure grouting pump 10 is closed, the grouting hose 9 is detached, and the grouting steel pipe 4 is plugged by a plug;
the threshold value of the cement paste amount is 500 kg-1000 kg; the grouting pressure threshold is 5 MPa-8 MPa;
after the high-pressure grouting is finished and the cement paste is solidified, forming first reinforcing bodies 11-1 at the bottoms of the drill holes deeper than the depth of the formed pile 2 in the n drill holes, so as to reinforce the pile bottom of the formed pile 2; and forming second reinforcing bodies 11-2 with different heights at the bottoms of the rest drill holes to reinforce the pile sides of the formed piles 2.
In this embodiment, the depth H of the formed pile 2 ranges from 10m to 60 m.
In this embodiment, the pressure of the cement slurry injected into the stratum 1 from the grouting hose 9 through the grouting valve 6 is 1MPa to 5 MPa.
The above, only be the utility model discloses a preferred embodiment, it is not right the utility model discloses do any restriction, all according to the utility model discloses the technical entity all still belongs to any simple modification, change and the equivalent structure change of doing above embodiment the utility model discloses technical scheme's within the scope of protection.
Claims (6)
1. The utility model provides a structure that outer drilling slip casting improves bearing capacity that has become a stake which characterized in that: the grouting device comprises a plurality of drill holes vertically drilled on the ground at the peripheral position of a formed pile (2), the depth of each drill hole is different, each drill hole is internally provided with a grouting steel pipe (4) extending into the bottom of the drill hole, one end of each grouting steel pipe (4) close to the bottom of the drill hole is provided with a grouting valve (6), a one-way valve (5) is arranged on the pipe section of each grouting steel pipe (4) positioned at the upper side of the grouting valve (6), a sand layer (7) is laid on the bottom layer of the area between each grouting steel pipe (4) and the corresponding inner wall of the drill hole, the top end of each sand layer (7) is higher than the top end of each one-way valve (5), a blocking layer (8) for blocking the corresponding drill hole is arranged in the area between each grouting steel pipe (4) and the corresponding inner wall of the drill hole and positioned at the upper side of the sand layer (7), one end of each grouting steel pipe (4) extending out, the grouting hose (9) injects cement slurry into the stratum (1) through the grouting valve (6) to form a reinforcing body connected with the formed pile (2).
2. The structure for improving the bearing capacity of the piled pile by outer drilling and grouting according to claim 1, wherein: the number of the drill holes is 2-4, 2-4 drill holes are uniformly distributed on the periphery of the formed pile (2), the depth of one of the 2-4 drill holes is 30-50 cm deeper than that of the formed pile (2), the drill hole is a cylindrical drill hole, the aperture of the drill hole is 8-10 cm, and the minimum distance between the center of the drill hole and the formed pile (2) is 30-40 cm; the inner diameter of the grouting steel pipe (4) is 2 cm-3 cm.
3. The structure for improving the bearing capacity of the piled pile by outer drilling and grouting according to claim 1, wherein: the grouting valve (6) is a sleeve valve.
4. The structure for improving the bearing capacity of the piled pile by outer drilling and grouting according to claim 1, wherein: the cement paste is superfine cement paste, the grain diameter of the superfine cement in the superfine cement paste is 0.2-20 mu m, and the average grain diameter of the superfine cement in the superfine cement paste is 5-6 mu m.
5. The structure for improving the bearing capacity of the piled pile by outer drilling and grouting according to claim 1, wherein: the filling thickness of the sand layer (7) is 50-70 cm, the sand layer (7) is a coarse sand layer, and the fineness modulus of coarse sand in the coarse sand layer is 3.7-3.1.
6. The structure for improving the bearing capacity of the piled pile by outer drilling and grouting according to claim 1, wherein: the blocking layer (8) is a mud ball blocking layer.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921459324.6U CN210684709U (en) | 2019-09-03 | 2019-09-03 | Structure for improving bearing capacity of formed pile by external drilling grouting |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110438998A (en) * | 2019-09-03 | 2019-11-12 | 机械工业勘察设计研究院有限公司 | A kind of outer bored grouting raising has become the structure and method of pile bearing capacity |
-
2019
- 2019-09-03 CN CN201921459324.6U patent/CN210684709U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110438998A (en) * | 2019-09-03 | 2019-11-12 | 机械工业勘察设计研究院有限公司 | A kind of outer bored grouting raising has become the structure and method of pile bearing capacity |
| CN110438998B (en) * | 2019-09-03 | 2023-12-05 | 机械工业勘察设计研究院有限公司 | Structure and method for improving pile bearing capacity through external drilling grouting |
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