CN201730091U - Cast-in-situ pile - Google Patents
Cast-in-situ pile Download PDFInfo
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- CN201730091U CN201730091U CN2010202825576U CN201020282557U CN201730091U CN 201730091 U CN201730091 U CN 201730091U CN 2010202825576 U CN2010202825576 U CN 2010202825576U CN 201020282557 U CN201020282557 U CN 201020282557U CN 201730091 U CN201730091 U CN 201730091U
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- 238000011065 in-situ storage Methods 0.000 title abstract description 11
- 239000002689 soil Substances 0.000 claims abstract description 66
- 239000004568 cement Substances 0.000 claims abstract description 50
- 239000002131 composite material Substances 0.000 claims abstract description 35
- 238000007711 solidification Methods 0.000 claims abstract description 12
- 230000008023 solidification Effects 0.000 claims abstract description 12
- 239000002002 slurry Substances 0.000 claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims description 40
- 239000004567 concrete Substances 0.000 claims description 14
- 238000010276 construction Methods 0.000 abstract description 19
- 238000000034 method Methods 0.000 abstract description 15
- 230000000694 effects Effects 0.000 abstract description 6
- 238000003912 environmental pollution Methods 0.000 abstract description 6
- 230000007547 defect Effects 0.000 abstract description 2
- 238000003756 stirring Methods 0.000 description 12
- 239000011178 precast concrete Substances 0.000 description 10
- 238000005553 drilling Methods 0.000 description 9
- 210000003205 muscle Anatomy 0.000 description 7
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 238000005452 bending Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 239000011513 prestressed concrete Substances 0.000 description 3
- 150000001875 compounds Chemical class 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 239000007943 implant Substances 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 210000002435 tendon Anatomy 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 229910003460 diamond Inorganic materials 0.000 description 1
- 239000010432 diamond Substances 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
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Abstract
The utility model provides a cast-in-situ pile which comprises a preformed pile core; the cast-in-situ pile further comprises a composite cement soil solidification layer positioned at the periphery of the preformed pile core, and the composite cement soil solidification layer is formed in the manner of mixing and solidifying cement slurry insitu cast in the soil layer and in the hole drilled in advance and soil mass. The provided cast-in-situ pile has simple process, overcomes the defects existing in the traditional pile foundation product with noise pollution during the construction process, mud outward transport, environmental pollution, soil squeezing effect and long construction period and also has the advantages of high bearing capacity, good mechanical property, short construction period, high pile-forming efficiency, no soil squeezing effect, no environmental pollution and the like.
Description
Technical Field
The utility model relates to a mainly be applied to a stake of foundation ditch engineering among the building field, especially a fashioned concrete pile of on-the-spot casting.
Background
Along with the rapid development of national economy of China, the process of urbanization is deepened continuously, and the city scale is larger and larger. The increase of urban population in China leads to the fact that urban land use is larger and larger, urban land supply is more and more tense, in order to save land and improve land use efficiency, urban building structures are generally developed towards high-rise and super-high-rise structures, the requirements of the building structures on foundations are higher and higher, and the foundation materials are required to have high bearing capacity and good mechanical properties. Meanwhile, the requirement for foundation construction in cities is higher and higher, so that not only is the requirement for high cost performance required, but also the environmental protection requirement for pile-forming process construction is higher and higher. The existing pile forming process is not particularly suitable for the driving-in construction of a cast-in-situ bored pile and a precast concrete or steel pile, the cast-in-situ bored pile has high bearing capacity and good mechanical property, but the cast-in-situ bored pile has the defects of high manufacturing cost, long construction time, low construction speed, environment pollution caused by outward transportation of slurry and the like, the precast concrete or steel pile has good cost performance and mechanical property, but noise pollution is caused during pile forming construction, and because the pile forming construction is carried out, the safety of surrounding buildings and residents are greatly influenced.
In addition, for the precast concrete pile, in the pre-tensioned prestressed precast concrete pile of the existing building standard, the prestressed tendons are mainly used for meeting the load generated by the hoisting requirement of the precast pile, but can not provide bearing capacity, so that the function of the prestressed tendons is limited; in addition, the prestressed concrete pile is a prestressed member, has low ductility, is easy to generate brittle failure, and cannot resist larger tensile force and bending stress, so the horizontal bearing capacity of the existing pretensioned prestressed concrete pile is relatively weak.
SUMMERY OF THE UTILITY MODEL
The technical problem to be solved by the present invention is to provide a solution to reduce or avoid the aforementioned problems.
In order to solve the technical problem, the utility model provides a cast-in-place pile, including a precast pile core, wherein, cast-in-place pile is still including being located precast pile core outlying cement composite soil solidification layer, cement composite soil solidification layer is formed by the cement thick liquid and the soil body mixed solidification of the site pouring in the hole that drills out in advance in the soil layer.
Preferably, the precast pile core is a precast concrete pile core, and the precast concrete pile core is composed of concrete and a precast reinforcement cage, and the precast reinforcement cage includes a main reinforcement extending along the length direction of the cast-in-place pile and a stirrup spirally surrounding the main reinforcement, wherein the main reinforcement is a non-prestressed reinforcement.
Preferably, the precast pile core is a precast reinforcement cage, and the precast reinforcement cage comprises a main reinforcement extending along the length direction of the cast-in-place pile and a stirrup spirally surrounding the main reinforcement, wherein the main reinforcement is a non-prestressed reinforcement.
Preferably, the non-prestressed reinforcement is a plain thread reinforcement.
Preferably, the outer surface of the cement composite soil solidification layer is in a spiral convex-concave structure.
Preferably, the upper part of the cement composite soil solidified layer is a column with a consistent section, and the lower part of the cement composite soil solidified layer is a cone with a gradually enlarged section.
The utility model provides a cast-in-place pile becomes stake simple process has overcome noise pollution, mud outward transport, environmental pollution, crowded native effect in the work progress moreover and the shortcoming of traditional pile foundation products such as construction cycle length, has high bearing capacity, mechanical properties is good, construction cycle is short, become efficient, do not have crowded native, do not have advantages such as environmental pollution.
When the cement composite soil stirring construction is carried out, the process of carrying out composite stirring on cement slurry and soil is mainly adopted, and the consolidation strength after the cement is solidified is utilized to improve the soil friction force between the prefabricated pile core and the peripheral soil and the integral bearing capacity of the cement composite soil stirring pile foundation, so that the bearing capacity of the pile foundation is greatly improved.
Additionally, the utility model discloses because it is a cast-in-place pile, do not have the problem of lifting by crane, transportation, pile, consequently need not adopt prestressing force owner muscle like current concrete precast pile at all, therefore relatively, the bending resistance bearing capacity and the ductility performance of this cast-in-place pile have been improved, the experiment shows, the bending resistance bearing capacity and the anti shear bearing capacity performance of this kind of enhancement mode cast-in-place pile have improved a lot than original prestressing force concrete precast pile, the ductility and the power consumption performance of stake have also obtained very big improvement simultaneously.
Drawings
The drawings are only intended to illustrate and explain the present invention and do not limit the scope of the invention. Wherein,
fig. 1 is a schematic perspective view of a cast-in-place pile according to an embodiment of the present invention;
FIG. 2 is a sectional view of the cast-in-place pile shown in FIG. 1 in a use state;
fig. 3 is a plan view of a concrete precast pile core according to an embodiment of the present invention;
fig. 4 is a schematic perspective view of a cast-in-place pile according to another embodiment of the present invention;
fig. 5 is a sectional view showing a use state of the cast-in-place pile shown in fig. 4.
Detailed Description
In order to clearly understand the technical features, objects, and effects of the present invention, embodiments of the present invention will be described with reference to the accompanying drawings. Wherein like parts are given like reference numerals.
Fig. 1 is a schematic perspective view showing a cast-in-place pile according to an embodiment of the present invention, and fig. 2 is a sectional view showing a use state of the cast-in-place pile. As shown in fig. 1-2, the cast-in-place pile 1 includes a precast pile core 2 and a cement composite soil solidified layer 3 located at the periphery of the precast pile core 2, wherein the cement composite soil solidified layer 3 is formed by mixing and solidifying cement slurry and soil mass which are cast in situ in a hole 5 pre-drilled in a soil layer 4.
As shown in fig. 2, the cast-in-place pile 1 has a prefabricated pile core 2 in the middle, and it should be understood by those skilled in the art that the prefabricated pile core 2 may be prefabricated or cast-in-place, and in other embodiments of the present invention, it may be a prefabricated concrete pile core or a steel material, and the shape of the prefabricated pile core 2 may be diversified. The precast pile core 2 is externally wrapped by a cement composite soil solidified layer 3, and the process for forming the cement composite soil solidified layer 3 comprises the following steps: drilling a hole 5 in the soil layer 4 by using equipment such as a drilling and stirring pile machine and the like; when the depth of the hole 5 reaches the design depth, injecting cement slurry into the hole 5 at high pressure; simultaneously lifting a screw rod of the drilling machine, mixing and stirring the soil mass remained in the hole 5 and the soil mass stirred from the hole wall and the injected cement grout, and repeating for many times to fully mix the cement grout and the soil mass together; then implant prefabricated pile core 2, formed after making it consolidate with cement composite soil together the utility model discloses a cast-in-place pile 1, the bearing capacity and the resistance to plucking of this kind of cast-in-place pile 1 that the site pouring formed promote greatly, and this worker's method is pollution-free, noiseless, the cost is low, construction cycle is short.
In the process of forming the pile, because of applying the striking force or the static pressure externally, the existing precast piles form fatigue damage to the pile body, thereby reducing the use strength of the pile, and simultaneously, because of overlarge pile forming external force, the pile body can generate micro cracks, thereby reducing the durability of the pile and the service life of the pile.
The utility model provides a cast-in-place pile of this kind, it is after becoming the compound soil body that has certain flow deformability with cement thick liquid and soil body stirring, impresses precast concrete pile core or steel core wherein again, and the pile body need not hit and beat in the compound soil body that has certain flow deformability, utilizes dead weight or slightly adds external force and impresses very easily, does not have the destruction of crowded soil effect to peripheral soil body moreover. The prefabricated pile core 2 after being pressed in is consolidated with the cement composite soil and the surrounding soil layer 4 to form a whole, which is equivalent to increase the pile diameter and greatly improve the uplift resistance and bearing capacity of the pile.
The utility model discloses a concrete embodiment, the precast pile core that cast-in-place pile 1 adopted can be a concrete precast pile core 2, as shown in fig. 3, wherein, fig. 3 shows the plan view of a concrete precast pile core 2 according to this embodiment, and this concrete precast pile core 2 comprises concrete 22 and precast reinforcement cage 23, and this precast reinforcement cage 23 includes along the main muscle 24 that cast-in-place pile length direction extends and the spiral centers on main muscle 24's stirrup 25, wherein, main muscle 24 is non-prestressed reinforcement.
Because the utility model provides a cast-in-place pile does not have the problem of lifting by crane, transportation, pile, consequently, main muscle 24 in the precast concrete pile core 2 in this embodiment need not adopt prestressing force main muscle like current precast concrete pile at all, consequently, in above-mentioned embodiment, the invention point that especially proposes is that main muscle 24 adopts non-prestressed reinforcement, and for example, this non-prestressed reinforcement can be ordinary twisted steel. In addition, due to the adoption of the non-prestressed main reinforcement, compared with the prior art, the bending resistance bearing capacity and the ductility of the cast-in-place pile are improved, and experiments show that the bending resistance bearing capacity and the shear resistance bearing capacity of the reinforced cast-in-place pile are greatly improved compared with the prior prestressed concrete precast pile, and meanwhile, the ductility and the energy consumption performance of the pile are also greatly improved.
Further, in another embodiment of the present invention, the prefabricated pile core 2 used in the cast-in-place pile 1 may be only a prefabricated reinforcement cage, that is, the prefabricated pile core 2 does not include the concrete 22, similar to that shown in fig. 3. Similarly, the prefabricated reinforcement cage may include a main reinforcement extending in a length direction of the cast-in-place pile, and a stirrup spirally surrounding the main reinforcement, wherein the main reinforcement is a non-prestressed reinforcement.
It should be clear to a person skilled in the art that although the precast pile core 2 shown in fig. 1-3 is substantially square in cross-section, the precast pile core 2 may also be round or have other shapes, either hollow (as shown in fig. 1-2) or solid. Moreover, the whole cast-in-situ pile 1 can also be in a circular section or a square section, a diamond section and the like; of course, from the construction point of view, the circular section may be better, and the adoption of the prefabricated reinforcement cage as the pile core is simpler and more practical, and the cast-in-place pile formed by the prefabricated reinforcement cage is of a solid structure as a whole.
In another embodiment of the present invention, in order to better combine the cement composite soil layer with the surrounding soil body, the wall surface of the hole 5 can be made to be a spiral convex-concave structure when drilling in the soil layer 4, so that the outer surface of the cement composite soil solidified layer is made to be a spiral convex-concave structure after solidification.
Fig. 4 is a perspective view illustrating a cast-in-place pile according to another embodiment of the present invention, and fig. 5 is a sectional view illustrating a use state of the cast-in-place pile. As shown in fig. 4-5, the cast-in-place pile 1 includes a precast pile core 2 and a cement composite soil solidified layer 3 located at the periphery of the precast pile core 2, wherein the cement composite soil solidified layer 3 is formed by mixing and solidifying cement slurry and soil mass which are cast in situ in a hole 5 pre-drilled in a soil layer 4.
As shown in fig. 5, the middle of the cast-in-place pile 1 is a precast pile core 2, in other embodiments of the present invention, it may be a precast concrete pile core or a steel material, and the shape of the precast pile core 2 may be diversified. The prefabricated pile core 2 is externally wrapped by a cement composite soil solidification layer 3, the upper part of the cement composite soil solidification layer 3 is a column 31 with a consistent section, and the lower part of the cement composite soil solidification layer is a cone 32 with a gradually enlarged section. The process of forming the cement composite soil solidified layer 3 is as follows: drilling a hole 5 in the soil layer 4 by using equipment such as a drilling and stirring pile machine and the like; when the depth of the hole 5 reaches the designed depth, the drilling diameter of the drill bit is enlarged, the section of the lower part of the hole 5 is gradually enlarged to form a taper hole, and then cement slurry is injected into the hole 5 under high pressure; simultaneously lifting a screw rod of a drilling machine, mixing and stirring the soil mass remained in the hole 5 and the soil mass stirred from the hole wall and the injected cement slurry, and repeating for many times to form a cement composite soil expanding support disc at the bottom of the precast pile 1; then implant prefabricated pile core 2, formed after making it consolidate with cement composite soil together the utility model discloses a cast-in-place pile 1, the bearing capacity and the resistance to plucking of this kind of cast-in-place pile 1 that the site pouring formed promote greatly, and this worker's method is pollution-free, small in noise, cost are low.
The utility model provides a cast-in-place pile becomes stake simple process has overcome noise pollution, mud outward transport, environmental pollution, crowded native effect in the work progress moreover and the shortcoming of traditional pile foundation products such as construction cycle length, has high bearing capacity, mechanical properties is good, construction cycle is short, become efficient, do not have crowded native, do not have advantages such as environmental pollution.
When the cement composite soil stirring construction is carried out, the process of carrying out composite stirring on cement slurry and soil is mainly adopted, and the consolidation strength after the cement is solidified is utilized to improve the soil friction force between the prefabricated pile core and the peripheral soil and the integral bearing capacity of the cement composite soil stirring pile foundation, so that the bearing capacity of the pile foundation is greatly improved. When the cement mixing pile is constructed, the construction can be carried out according to the traditional process, the spiral cement mixing composite soil pile foundation can also be constructed, meanwhile, the bottom of the pile foundation can also be provided with an expanded head by expanding the diameter of the pile tip, then, cement slurry is injected under high pressure to form the expanded head at the bottom, the bearing capacity of the end part of the pile foundation is greatly improved, and the bearing capacity of the pile foundation is greatly improved. Compared with the traditional drilling and stirring pile, the pile has higher cost performance and is suitable for being popularized and used in urban building foundations.
It is to be understood by those skilled in the art that while the present invention has been described in terms of several embodiments, it is not intended that each embodiment cover a separate embodiment. The description is given for clearness of understanding only, and it is to be understood that all matters in the embodiments are to be interpreted as including all technical equivalents which are encompassed by the claims.
The above description is only exemplary of the present invention, and is not intended to limit the scope of the present invention. Any equivalent changes, modifications and combinations that may be made by those skilled in the art without departing from the spirit and principles of the invention should be considered within the scope of the invention.
Claims (6)
1. The cast-in-place pile comprises a prefabricated pile core and is characterized by further comprising a cement composite soil solidification layer located on the periphery of the prefabricated pile core, wherein the cement composite soil solidification layer is formed by mixing and solidifying cement slurry and soil bodies which are poured in holes pre-drilled in a soil layer on site.
2. The cast-in-place pile according to claim 1, wherein the precast pile core is a concrete precast pile core composed of concrete and a precast reinforcement cage including a main reinforcement extending in a length direction of the cast-in-place pile and a stirrup helically surrounding the main reinforcement, wherein the main reinforcement is a non-prestressed reinforcement.
3. The cast-in-place pile according to claim 1, wherein the precast pile core is a precast reinforcement cage including a main reinforcement extending in a length direction of the cast-in-place pile and a stirrup helically surrounding the main reinforcement, wherein the main reinforcement is a non-prestressed reinforcement.
4. A cast-in-place pile according to claim 2 or 3, characterised in that the non-prestressed reinforcement is plain thread reinforcement.
5. The cast-in-place pile according to claim 1, wherein the outer surface of the cement composite soil solidified layer is of a spiral convex-concave structure.
6. The cast-in-place pile according to claim 1, wherein the upper part of the cement composite soil solidified layer is a column with a uniform cross section, and the lower part of the cement composite soil solidified layer is a cone with a gradually enlarged cross section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202825576U CN201730091U (en) | 2010-08-05 | 2010-08-05 | Cast-in-situ pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202825576U CN201730091U (en) | 2010-08-05 | 2010-08-05 | Cast-in-situ pile |
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| Publication Number | Publication Date |
|---|---|
| CN201730091U true CN201730091U (en) | 2011-02-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010202825576U Expired - Fee Related CN201730091U (en) | 2010-08-05 | 2010-08-05 | Cast-in-situ pile |
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| CN (1) | CN201730091U (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102409670A (en) * | 2011-08-08 | 2012-04-11 | 浙江中淳新材料股份有限公司 | Method for constructing foundation pile |
| CN103572754A (en) * | 2012-08-09 | 2014-02-12 | 上海中技桩业股份有限公司 | Partial prestressed concrete hexagonal hollow pile |
| CN103603363A (en) * | 2013-10-31 | 2014-02-26 | 周兆弟 | Cement mixing grouting protruding sectional pile foundations and forming method |
| CN103967005A (en) * | 2014-04-13 | 2014-08-06 | 北京工业大学 | Novel composite anti-slide pile suitable for high-attitude and high-intensity regions |
| CN103967004A (en) * | 2014-04-13 | 2014-08-06 | 北京工业大学 | Supporting and protecting composite anti-slide pile suitable for high-attitude and high-intensity regions |
| CN105821834A (en) * | 2016-03-16 | 2016-08-03 | 杨涅 | Construction method of concrete pile |
| CN109928691A (en) * | 2019-04-24 | 2019-06-25 | 天津城建大学 | High osmosis stem body and its construction method with anti-filter function |
| CN113463626A (en) * | 2021-05-20 | 2021-10-01 | 杨学林 | Anti-pulling combined pile with built-in prestressed pile core |
-
2010
- 2010-08-05 CN CN2010202825576U patent/CN201730091U/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102409670A (en) * | 2011-08-08 | 2012-04-11 | 浙江中淳新材料股份有限公司 | Method for constructing foundation pile |
| CN102409670B (en) * | 2011-08-08 | 2015-12-16 | 中淳高科桩业股份有限公司 | Method for constructing foundation pile |
| CN103572754A (en) * | 2012-08-09 | 2014-02-12 | 上海中技桩业股份有限公司 | Partial prestressed concrete hexagonal hollow pile |
| CN103572754B (en) * | 2012-08-09 | 2016-03-30 | 上海中技桩业股份有限公司 | A kind of partially prestressed concrete hexagonal hollow pile |
| CN103603363A (en) * | 2013-10-31 | 2014-02-26 | 周兆弟 | Cement mixing grouting protruding sectional pile foundations and forming method |
| CN103967005A (en) * | 2014-04-13 | 2014-08-06 | 北京工业大学 | Novel composite anti-slide pile suitable for high-attitude and high-intensity regions |
| CN103967004A (en) * | 2014-04-13 | 2014-08-06 | 北京工业大学 | Supporting and protecting composite anti-slide pile suitable for high-attitude and high-intensity regions |
| CN105821834A (en) * | 2016-03-16 | 2016-08-03 | 杨涅 | Construction method of concrete pile |
| CN109928691A (en) * | 2019-04-24 | 2019-06-25 | 天津城建大学 | High osmosis stem body and its construction method with anti-filter function |
| CN113463626A (en) * | 2021-05-20 | 2021-10-01 | 杨学林 | Anti-pulling combined pile with built-in prestressed pile core |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110202 Termination date: 20180805 |
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| CF01 | Termination of patent right due to non-payment of annual fee |