CN112627170A - Composite pile and retaining wall formed by cementing solidified soil group piles and precast piles - Google Patents
Composite pile and retaining wall formed by cementing solidified soil group piles and precast piles Download PDFInfo
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- CN112627170A CN112627170A CN202011365845.2A CN202011365845A CN112627170A CN 112627170 A CN112627170 A CN 112627170A CN 202011365845 A CN202011365845 A CN 202011365845A CN 112627170 A CN112627170 A CN 112627170A
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- solidified soil
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- precast
- soil
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- 239000002689 soil Substances 0.000 title claims abstract description 125
- 239000002131 composite material Substances 0.000 title claims abstract description 34
- 239000004567 concrete Substances 0.000 claims abstract description 6
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 3
- 239000010959 steel Substances 0.000 claims abstract description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 3
- 230000008878 coupling Effects 0.000 claims description 2
- 238000010168 coupling process Methods 0.000 claims description 2
- 238000005859 coupling reaction Methods 0.000 claims description 2
- 239000012530 fluid Substances 0.000 claims description 2
- 238000003466 welding Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 13
- 238000000034 method Methods 0.000 abstract description 9
- 238000003756 stirring Methods 0.000 abstract description 3
- 238000004519 manufacturing process Methods 0.000 abstract description 2
- 238000004904 shortening Methods 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 5
- 238000011065 in-situ storage Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
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Classifications
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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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
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
Abstract
The invention discloses a composite pile and a retaining wall cemented by solidified soil group piles and precast piles, wherein the solidified soil group piles are formed by mutually overlapping and arranging a plurality of solidified soil pile bodies; the quantity of the solidified soil pile bodies arranged along the direction of large horizontal stress of the pile foundation is more than that of the solidified soil pile bodies arranged along other directions; the solidified soil pile body is a stirring pile or a jet grouting pile; the unconfined compressive strength of the solidified soil is more than 0.5 MPa; the precast pile is a prestressed reinforced concrete pile or a steel pipe concrete pile; the precast pile is inserted before the initial setting of the solidified soil pile body, and the solidified soil and the pile body are cemented together after being hardened. The composite pile cemented by the solidified soil group pile and the precast pile has higher horizontal bearing capacity, and the control capability of the retaining wall on horizontal deformation is improved. The method has the advantages of green, environment-friendly, safe and reliable social benefits, capability of reducing the manufacturing cost and shortening the construction period, and great economic value.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a composite pile foundation structure.
Background
Along with the development intensity of underground space and the construction of municipal traffic engineering, the requirement on the horizontal bearing capacity of pile foundation engineering is higher and higher, and then drilled piles or inclined piles with large diameters appear. Because the soil around the pile body is weak, higher horizontal resistance can not be generated on the pile body, so that the horizontal bearing capacity of the large-diameter pile body is difficult to improve, the cost of the large-diameter drilled pile is higher and higher, and the construction difficulty is higher and higher.
Aiming at the characteristic that a soft soil stratum cannot provide higher horizontal resistance, the effect of achieving twice the result with half the effort can be achieved only from the direction of improving the soft soil performance.
In civil engineering, pile foundations are commonly used as the primary foundation form. The existing commonly used pile foundations mainly comprise cast-in-situ bored piles and precast piles. The cast-in-situ bored pile is formed by forming holes in the stratum and pouring concrete on site in the formed hole sites by using a slurry retaining wall or a pile casing retaining wall method, the quality of the pile foundation is influenced by the quality of the formed holes, the quality of retaining wall slurry, the quality of underwater poured concrete and other factors, and a large number of engineering quality accidents often occur due to the fact that management is not in place or a constructor lacks experience. In addition, the disposal of the retaining wall slurry also causes great damage to the environment. The pile casing wall protecting method for hole forming can achieve good hole forming quality, but the pouring quality of concrete is still difficult to overcome, and meanwhile, the problem that pile breakage is caused when sediment at the bottom of a pile is cleaned and the pile casing is pulled up is also difficult to solve. The engineering cost of the drilling and pouring pile foundation is high, the construction period is long, and the method is not friendly to the environment. The problems of the precast pile mainly occur in the pile sinking process, which can cause obvious soil squeezing effect on the periphery and damage to the peripheral pipelines, buildings and roads. When the pile sinking process encounters a hard stratum or a pile end needs to be embedded into a hard stratum, the pile sinking resistance is high, so that the pile cannot penetrate and be embedded into the hard stratum, or even if the pile penetrates through the hard stratum, the pile body is seriously damaged. It can be said that the existing pile foundation and the construction method thereof have more defects.
In order to improve the horizontal bearing capacity of the pile foundation and the deformation control capacity of the retaining wall, the constraints on the pile foundation and the anti-slide pile are increased by improving the strength of the foundation soil, and from the aspect of construction cost comparison, the horizontal bearing capacity of the pile foundation in the soft soil foundation and the deformation control capacity of the retaining wall of the soft soil foundation pit are improved, and the reinforcement of the soil body around the pile foundation is an effective way.
The prefabricated prestressed reinforced concrete pile is a factory product, has the conditions of reliable quality and assembly construction, and is also the main direction of pile foundation development.
Therefore, the engineering industry needs to find a method which can reduce the cost, improve the horizontal bearing capacity of the pile foundation and the deformation control capacity of the retaining wall, overcome the defects of the quality and construction of the traditional cast-in-situ bored pile and precast pile, accelerate the construction speed, protect the environment and realize the aim of civilized construction.
Disclosure of Invention
The invention aims to solve the technical problems of low horizontal bearing capacity, high manufacturing cost, difficult construction, great influence on the surrounding environment and the like of the existing pile foundation and provide a composite pile and a retaining wall formed by cementing a solidified soil group pile and a precast pile.
In order to achieve the purpose, the technical scheme adopted by the patent is as follows:
the solidified soil pile group is formed by mutually overlapping and arranging a plurality of solidified soil pile bodies; the quantity of the solidified soil pile bodies arranged along the direction of large horizontal stress of the pile foundation is more than that of the solidified soil pile bodies arranged along other directions; the solidified soil pile body is a stirring pile or a jet grouting pile; the unconfined compressive strength of the solidified soil is more than 0.5 MPa; the precast pile is a prestressed reinforced concrete pile or a steel pipe concrete pile; the precast pile is inserted before the initial setting of the solidified soil pile body, and the solidified soil and the pile body are cemented together after being hardened.
One or more precast piles are inserted into the solidified soil pile group, and the precast piles are connected together by a bearing platform or a connecting beam to form a composite pile group or a retaining wall structure.
The cross section of the precast pile is circular, and the outer surface of the precast pile is smooth or concave-convex.
Furthermore, the cross section of the precast pile is square, and the outer surface of the precast pile is smooth or concave-convex.
Furthermore, the precast piles are connected in a mechanical mode or a welding mode.
The solidified soil pile body is made of in-situ stirring equipment.
Further, the solidified soil pile body is made of in-situ rotary spraying equipment.
Furthermore, the solidified soil pile body is made of long spiral pressure-grouting fluid-state solidified soil.
The length of the precast pile is equal to or different from that of the solidified soil pile body.
The curing agent for curing the soil pile body is cement or soil hardening agent.
The precast pile is positioned at the outer side of the foundation pit retaining wall, and the precast piles inserted into the solidified soil group piles are connected by connecting beams to form an integral structure.
The prefabricated pile foundation has the beneficial effects that compared with the existing stiff composite pile, static drilling and root planting pile or cement soil gravity dam, the prefabricated pile foundation effectively ensures that the solidified soil on the periphery of the prefabricated pile can provide enough horizontal resistance. The solidified soil pile group has larger size, can provide larger horizontal rigidity, and provides higher constraint for the prefabricated reinforced concrete pile body, thereby obtaining higher horizontal bearing capacity and control capacity for foundation pit deformation. Compared with a large-diameter drilled pile, the method has the advantages of short construction period, low cost, environmental protection and the like. Compared with the traditional construction method that the precast pile is directly driven into the foundation, the side extrusion can not be generated to the foundation soil in the process that the precast pile is inserted into the fluid solidified soil, and the extrusion effect is eliminated.
Drawings
The invention is further described with reference to the following figures and detailed description.
Fig. 1 is a schematic structural diagram of a combination of a solidified soil pile group pile and a single precast pile.
FIG. 2 is a schematic structural view of a combination of a solidified soil pile group and 2 precast piles
FIG. 3 is a schematic structural view of a combination of solidified soil piles and 3 precast piles
FIG. 4 is a schematic structural view of a combination of a solidified soil pile group and a plurality of precast piles
Fig. 5 is a schematic cross-sectional view of a composite pile with a length of the solidified soil pile group smaller than that of the precast pile.
Fig. 6 is a schematic cross-sectional view of a composite pile with a length of the solidified soil pile equal to that of the precast pile.
Fig. 7 is a schematic cross-sectional view of a composite pile with a length of the solidified soil pile group greater than that of the precast pile.
FIG. 8 is a schematic view of a retaining wall formed by combining the piles of the solidified soil group with 2 rows of precast piles
FIG. 9 is a schematic cross-sectional view of a retaining wall formed by combining a pile of solidified soil groups with 2 rows of precast piles
FIG. 10 is a schematic view of a retaining wall formed by combining a pile of solidified soil groups with a precast pile of single row
FIG. 11 is a schematic cross-sectional view of a retaining wall formed by combining a pile of solidified soil groups and a precast pile of single row
FIG. 12 is a schematic view of a sectional structure of a retaining wall formed by combining short solidified soil piles and single-row precast piles
In the figure: 1-soft soil stratum, 2-solidified soil pile, 3-precast pile, 4-lap joint of the solidified soil pile, 5-foundation pit, and 6-reinforced concrete coupling beam (crown beam).
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further explained below by combining the specific drawings.
In a weak foundation soil layer 1, a plurality of solidified soil piles 2 are firstly constructed and arranged in a lattice-shaped manner to form a pile group, the solidified soil piles 2 are mutually overlapped 4, and then the precast pile 3 is inserted into the solidified soil piles 2 to form the composite pile. A single precast pile 3 can be inserted into the solidified soil pile group 2 to form a composite pile, as shown in fig. 1; when 2 precast piles 3 are inserted to form a composite pile, as shown in fig. 2; when 3 precast piles 3 are inserted to form a composite pile, as shown in fig. 3; when N precast piles 3 are inserted to form a composite pile, as shown in fig. 4. As can be seen from the figure, the pile group distribution form of the solidified soil piles 2 is related to the horizontal force direction borne by the composite pile, and when the composite pile needs to bear a large horizontal force along the X direction, the number of the solidified soil piles 2 arranged in the X direction is large, so that the passive resistance and the horizontal constraint of the precast pile 3 in the X direction are met, and the horizontal bearing capacity of the composite pile in the X direction is improved.
Example one, composite pile formed by inserting long core precast pile into solidified soil pile group
When the foundation soil layer 1 is distributed as a soft layer on the upper layer and a hard layer on the lower layer, the length of the solidified soil pile group 2 only needs to pass through the soft layer on the upper layer to reinforce the soft layer, and the precast pile 3 needs to enter the hard layer below to improve the vertical bearing capacity of the composite pile foundation and control the sedimentation deformation, as shown in fig. 5. Therefore, the cost of the composite pile foundation can be reduced, and the function of the subsoil can be exerted.
Example two, composite pile formed by inserting equal-core precast pile into solidified soil pile group
When the foundation soil layers 1 are soft soil layers from top to bottom, the length of the solidified soil group piles 2 needs to penetrate through the soft soil layers, so that the soft soil layers are reinforced, and the length of the precast piles 3 is the same as or smaller than that of the solidified soil piles 2, as shown in fig. 6 and 7. Therefore, the weak stratum is reinforced and improved, and the passive resistance to the precast pile 3 can be effectively improved.
Example three, retaining wall formed by inserting precast pile into solidified soil group pile
In the soft soil foundation pit 5, the soft soil foundation 1 around the retaining row piles (precast piles 3) is reinforced with the solidified soil pile bodies 2 to form solidified soil pile groups 2, as shown in fig. 8, 9, 10, 11, and 12. As can be seen from fig. 8 and 9, the precast piles 3 of 2 rows are inserted into the solidified soil piles 2, and the precast piles 3 located outside the foundation pit 5 are restrained by the solidified soil piles 2 and provide high passive resistance. Through 2 row precast pile 3 by even roof beam combination for whole, under the passive resistance effect that solidified soil crowd pile 2 provided in the foundation ditch, the retaining wall that inserts the formation of precast pile 3 in the solidified soil crowd pile 2 will reach very big improvement to the controllability of foundation ditch horizontal deformation, has reduced the thickness of traditional retaining wall simultaneously again, has enlarged the space of basement and the utilization ratio of soil.
As can be seen from fig. 10, 11 and 12, when the excavation depth of the foundation pit is not great or the soil pressure is low, the retaining wall formed by inserting the single row precast pile 3 into the solidified soil group pile 2 can also meet the control requirement of horizontal deformation. If the strength of the soil mass 1 in the pit is not too low, the length of the solidified soil pile group 2 of the passive soil mass in the pit can be reduced as shown in fig. 11, or the reinforcement of the passive soil mass 1 in the pit can be cancelled as shown in fig. 12.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are given by way of illustration of the principles of the present invention, and that various changes and modifications may be made without departing from the spirit and scope of the invention as defined by the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. The composite pile and the retaining wall are formed by cementing a solidified soil group pile and a precast pile, and are characterized in that the solidified soil group pile is formed by mutually lapping and arranging a plurality of solidified soil pile bodies; the arrangement of the solidified soil pile groups is continuous lap joint or lattice lap joint; the quantity of the solidified soil pile bodies arranged along the direction of large horizontal stress of the pile foundation is more than that of the solidified soil pile bodies arranged along other directions; the solidified soil pile body is formed by mixing and hardening soil and a soil body solidifying agent; the unconfined compressive strength of the solidified soil is more than 0.5 MPa; the precast pile is a prestressed reinforced concrete pile or a steel pipe concrete pile; the precast pile is inserted before the initial setting of the solidified soil pile body, and the solidified soil and the pile body are cemented together after being hardened; the soil curing agent is cement or a soil hardening agent.
2. The composite pile and retaining wall formed by combining the solidified soil piles and the precast piles according to claim 1, wherein one or more precast piles are inserted into the solidified soil piles, and the precast piles are connected together by a bearing platform or a coupling beam to form a composite pile or retaining wall structure.
3. The composite pile and retaining wall formed by bonding the solidified soil piles and the precast pile according to claim 1, wherein the precast pile has a circular cross section and has a smooth or concave-convex outer surface.
4. The composite pile and retaining wall formed by bonding the solidified soil piles and the precast pile according to claim 1, wherein the precast pile has a square cross section and has a smooth or uneven outer surface.
5. The composite pile and retaining wall formed by combining the solidified soil piles and the precast piles according to claim 1, wherein the precast piles are connected mechanically or by welding.
6. The composite pile and retaining wall formed by combining the solidified soil piles and the precast piles according to claim 1, wherein the solidified soil piles are formed by mixing the solidified soil piles with the soil solidifying agent in the ground layer by using a mixing pile machine, which is also called mixing pile.
7. The composite pile and retaining wall formed by combining the solidified soil piles and the precast piles according to claim 1, wherein the solidified soil pile body is made by using a rotary jet pile machine and a soil body solidifying agent to form solidified soil in the ground layer by rotary jet, which is also called a rotary jet pile.
8. The composite pile and retaining wall formed by bonding the piles of solidified soil groups with the precast piles according to claim 1, wherein the solidified soil pile body is made of long spiral grouting fluid solidified soil.
9. The composite pile and retaining wall formed by combining the solidified soil piles and the precast piles according to claim 1, wherein the precast piles have the same length as or different from the solidified soil piles.
10. The composite pile and retaining wall formed by bonding the solidified soil piles and the precast piles according to claim 1, wherein the precast piles are located outside the retaining wall of the foundation pit, and the precast piles inserted into the solidified soil piles are connected by the connecting beams to form an integral structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011365845.2A CN112627170A (en) | 2020-11-29 | 2020-11-29 | Composite pile and retaining wall formed by cementing solidified soil group piles and precast piles |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011365845.2A CN112627170A (en) | 2020-11-29 | 2020-11-29 | Composite pile and retaining wall formed by cementing solidified soil group piles and precast piles |
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| Publication Number | Publication Date |
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| CN112627170A true CN112627170A (en) | 2021-04-09 |
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| CN202011365845.2A Pending CN112627170A (en) | 2020-11-29 | 2020-11-29 | Composite pile and retaining wall formed by cementing solidified soil group piles and precast piles |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115233661A (en) * | 2022-08-30 | 2022-10-25 | 中交一公局第七工程有限公司 | Construction method of cored mixing pile in construction of deep soft soil foundation beam field |
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2020
- 2020-11-29 CN CN202011365845.2A patent/CN112627170A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115233661A (en) * | 2022-08-30 | 2022-10-25 | 中交一公局第七工程有限公司 | Construction method of cored mixing pile in construction of deep soft soil foundation beam field |
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Application publication date: 20210409 |