CN212983834U - Combined composite foundation of controllable rigid pile and compacted gravel pile - Google Patents
Combined composite foundation of controllable rigid pile and compacted gravel pile Download PDFInfo
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- CN212983834U CN212983834U CN202020403607.5U CN202020403607U CN212983834U CN 212983834 U CN212983834 U CN 212983834U CN 202020403607 U CN202020403607 U CN 202020403607U CN 212983834 U CN212983834 U CN 212983834U
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Abstract
The utility model discloses a combined composite foundation of a controllable rigid pile and a compacted gravel pile, which comprises a soft soil foundation, a sand cushion layer laid on the soft soil foundation and a drainage ditch arranged outside the sand cushion layer; a plurality of rigid piles are arranged in the soft soil foundation; the rigid pile is provided with a sleeve, the top end of the sleeve extends upwards to the top surface of the sand cushion layer, and the bottom end of the sleeve is contracted to tightly sleeve the rigid pile; the sleeve is respectively connected with a grouting pipeline and a slurry discharging pipeline; cement slurry is injected into the sleeve, and a cover plate is arranged on the sleeve; evenly be provided with many gravel piles in the sand cushion around the apron, the top and the sand cushion top surface parallel and level of gravel pile, extend to in the soft soil layer behind the sand cushion is run through to the bottom of gravel pile. The utility model discloses a combined composite foundation of controllable rigidity stake and crowded dense gravel stake can make the biggest-minimum main stress difference and the shear stress of foundation soil all reduce, improves foundation stability.
Description
Technical Field
The utility model relates to a ground treatment technical field especially relates to a combined composite foundation of controllable rigidity stake and crowded dense gravel pile.
Background
The soft soil has the characteristics of high water content, large pore ratio, poor permeability, low shear strength and the like. In engineering, a composite foundation technology is often adopted to reinforce a soft soil foundation so as to improve the bearing capacity and stability of the soft soil foundation and reduce settlement and differential settlement of the soft soil foundation, and meanwhile, the construction period, the reinforcement cost and the like of the composite foundation are also very critical.
At present, in various reinforcements of a composite foundation, a rigid pile has high rigidity and high strength, can transmit pile top load to a deep soil body, and has outstanding advantages in bearing capacity and settlement, but the rigid pile does not greatly improve the properties of soft soil around the pile, and needs to bear most of upper load, so that the use amount of the rigid pile is large, the manufacturing cost is high, and meanwhile, when the soft soil around the pile deforms laterally, the rigid pile is easy to break; the sand-stone pile belongs to a bulk material pile, is a good drainage channel, can generate certain transverse extrusion force on the surrounding soil body during pile body construction, can promote the drainage and consolidation of soft soil around the pile and improve the shear strength and the bearing capacity, but the bearing capacity and the deformation of the sand-stone pile are influenced by the soil around the pile, the bearing capacity is relatively small, and the settlement after construction is difficult to control. The flexible piles are similar to the rigid piles and belong to the binding material piles, the flexible piles are not as good as the rigid piles in the aspects of bearing capacity and settlement, and the flexible piles are not as good as the bulk material piles in the aspect of improving the properties of soil around the piles; the horizontal reinforced layer can diffuse the stress of the foundation and enhance the horizontal tensile strength of the foundation, but the horizontal reinforced layer is only suitable for reinforcing shallow soft soil and has limited effect on deep soft soil.
Chinese patent 201510798115.4 discloses a combined composite foundation of a controllable rigid pile, a drainage body and a reinforced cushion layer, which has good bearing capacity, settlement and the like, but the composite foundation has poor stability, soil between piles is easy to generate shearing sliding deformation under the action of load pressure, and the composite foundation has a certain extrusion effect on the rigid pile; particularly, when the grouting time of the controllable rigid pile is later, the soil between the piles needs to bear larger load pressure, the shear deformation and the lateral deformation of the soil are larger, and the rigid pile is broken and the foundation soil is damaged unstably.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a combined composite foundation of controllable rigidity stake and crowded dense gravel pile solves current foundation poor stability and produces the problem of shearing slip deformation easily.
In order to solve the technical problem, the utility model provides a combined composite foundation of a controllable rigid pile and a compacted gravel pile, which comprises a soft soil foundation, a sand cushion layer laid on the soft soil foundation and a drainage ditch arranged outside the sand cushion layer;
a plurality of rigid piles are uniformly arranged in the soft soil foundation, and the top ends of the rigid piles are not higher than the surface of the soft soil foundation; the rigid pile is provided with a sleeve, the top end of the sleeve extends upwards to the top surface of the sand cushion layer, and the bottom end of the sleeve is contracted to tightly sleeve the rigid pile;
the sleeve is respectively connected with a grouting pipeline and a slurry discharging pipeline; cement slurry is injected into the sleeve, and a cover plate is arranged on the sleeve;
evenly be provided with many gravel piles in the sand cushion around the apron, the top and the sand cushion top surface parallel and level of gravel pile, extend to in the soft soil foundation behind the sand cushion is run through to the bottom of gravel pile.
Preferably, the thickness of the sand cushion layer is not less than 500 mm.
Preferably, the rigid pile is at least one of a CFG pile, a concrete pile, a PHC pile or a PTC pile.
Preferably, a gravel layer with the thickness of 100 mm-200 mm is paved below the sleeve.
Preferably, the inner diameter of the sleeve is 100-300 mm larger than that of the rigid pile.
Preferably, the grouting pipeline comprises a steel perforated pipe arranged inside the sleeve, the steel perforated pipe is connected with a grouting branch pipe, and the grouting branch pipe penetrates outside the sleeve and extends upwards to the sand cushion layer; the grouting branch pipes on the same row are communicated through a grouting outer pipe, and one end of the grouting outer pipe extends to the drainage ditch; a slidable grouting inner pipe is arranged in the grouting outer pipe, and the grouting inner pipe extends out of the grouting outer pipe and then is connected with a grouting valve.
Preferably, the inner diameter of the grouting outer pipe is 3-10 mm larger than the outer diameter of the grouting inner pipe; the outer grouting pipe is a steel pipe, and the inner grouting pipe is a PVC fiber reinforced hose.
As a preferred scheme, the sand cushion layer with the thickness of not less than 400mm covers the grouting outer pipe and the grouting branch pipe.
As a preferred scheme, the slurry discharge pipeline comprises a slurry discharge pipe and a slurry outlet pipe; two adjacent sleeves on the same row are connected through a pulp discharge pipe, wherein one end of the pulp discharge pipe is communicated with the top end of one sleeve far away from the drainage ditch in the two sleeves, and the other end of the pulp discharge pipe is communicated with the bottom end of the other sleeve, so that the pulp flows out from the top end of the sleeve far away from the drainage ditch and flows into the bottom end of the adjacent sleeve through the pulp discharge pipe; go out the thick liquid pipe and set up on the sleeve top that is closest to escape canal one side in same capable sleeve, go out the thick liquid pipe and extend to the escape canal on the back connect out the thick liquid valve.
The working steps of the controllable rigid pile and the compacted gravel pile combined composite foundation are as follows:
(1) the rigid pile can reduce the bearing effect of the pile top before grouting, ensure the smooth drainage and consolidation of soil among piles and improve the bearing capacity; after grouting, the rigid piles and the soil among the piles share load and control settlement, and the use amount of pile bodies is saved compared with that of a common rigid pile composite foundation.
(2) The combination of the drainage body and the reinforced cushion layer is replaced by the compacted gravel pile, so that the drainage consolidation of foundation soil can be promoted because the compacted gravel pile is a good drainage channel, and the compacted gravel pile can generate larger transverse extrusion force on the foundation soil during construction, when the vertical pressure of the foundation soil is gradually increased under the action of upper load and becomes the maximum principal stress, the maximum-minimum principal stress difference and the shear stress of the foundation soil can be reduced by the transverse extrusion force, the shear deformation or the lateral deformation of the foundation soil is correspondingly reduced, the transverse soil pressure borne by the rigid pile is reduced, and the stability of the foundation is improved.
(3) The cover plate has a large area, differential settlement is easy to generate due to uneven stress, if the diameter of the sleeve is slightly larger than that of the rigid pile, the inclination freedom degree of the cover plate and the sleeve is small, and the pile head is possibly bent and broken; if the diameter of the sleeve is too large, soft soil between the piles is easily squeezed into the sleeve from a gap between the sleeve and the rigid pile after being pressed. The sleeve is designed into a shape with a necking-down end surface so as to reduce the gap between the sleeve and the rigid pile, and meanwhile, a gravel layer is paved below the sleeve, so that soft soil can be effectively prevented from being squeezed into the sleeve.
The utility model discloses following beneficial effect has:
(1) the controllable rigid pile not only can ensure the smooth drainage and consolidation of the soil between the piles and improve the bearing capacity, but also can bear the load together with the soil between the piles and control the settlement, so that the settlement amount of the composite foundation and the using amount of the pile body can be reduced.
(2) The compacted gravel pile is a good drainage channel, can promote the drainage consolidation of foundation soil, and can generate larger transverse extrusion force on the foundation soil during construction, so that the maximum-minimum main stress difference and the shear stress of the foundation soil are reduced, and the shear deformation or the lateral deformation of the foundation soil is correspondingly reduced, therefore, the stability of the foundation soil is improved, the transverse soil pressure on the rigid pile is reduced, and the pile body is not easy to break.
(3) The sleeve is designed into a shape with a necking at the lower end face, so that not only can the pile head be prevented from being bent and broken, but also the soft soil can be effectively prevented from being extruded into the sleeve under pressure to influence the rigid pile to pierce into the sleeve.
Drawings
Fig. 1 is a schematic diagram of the half-width cross-sectional layout of the present invention.
Fig. 2 is a schematic view of a half-plane layout of the present invention.
Fig. 3 is a schematic structural diagram of the connection of the grouting pipeline and the sleeve.
Fig. 4 is a schematic layout of a grouting line.
Fig. 5 is a schematic layout of the slurry discharge piping.
Reference numerals: 1. soft soil foundation; 2. a sand cushion layer; 3. a drainage ditch; 4. a rigid pile; 5. a sleeve; 6. a cover plate; 7. gravel piles; 8. a steel floral tube; 9. grouting branch pipes; 10. grouting an outer pipe; 11. grouting an inner pipe; 12. a slurry discharge pipe; 13. a pulp outlet pipe; 14. a grouting valve; 15. a slurry outlet valve; 16. a gravel layer; 17. an embankment.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in 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:
referring to fig. 1 and 2, in a preferred embodiment of the present invention, a composite foundation combining a controllable rigid pile 4 and a compacted gravel pile 7 includes a soft soil foundation 1, a sand cushion layer 2 laid on the soft soil foundation 1, and a drainage ditch 3 disposed outside the sand cushion layer 2;
a plurality of rigid piles 4 are uniformly arranged in the soft soil foundation 1, and the top ends of the rigid piles 4 are not higher than the surface of the soft soil foundation 1; a sleeve 5 is arranged on the rigid pile 4, the top end of the sleeve 5 extends upwards to the top surface of the sand cushion layer 2, and a necking at the bottom end of the sleeve 5 is tightly sleeved on the rigid pile 4;
the sleeve 5 is respectively connected with a grouting pipeline and a slurry discharging pipeline; cement slurry is injected into the sleeve 5, and a cover plate 6 is arranged on the sleeve 5;
evenly be provided with many gravel pile 7 in the sand cushion 2 around the apron 6, the top and the 2 top surfaces parallel and level of sand cushion 7 of gravel pile 7, extend to in soft soil foundation 1 behind the sand cushion 2 is run through to the bottom of gravel pile 7.
In the preferred embodiment of the utility model, the thickness of the sand cushion layer 2 is not less than 500 mm.
In the preferred embodiment of the present invention, the rigid pile 4 is at least one of a CFG pile, a concrete pile, a PHC pile or a PTC pile.
In the preferred embodiment of the present invention, a gravel layer 16 with a thickness of 100mm to 200mm is laid under the sleeve 5.
In the preferred embodiment of the present invention, the inner diameter of the sleeve 5 is 100 mm-300 mm larger than that of the rigid pile 4.
Referring to fig. 3 and 4, in a preferred embodiment of the present invention, the grouting pipeline includes a steel perforated pipe 8 disposed inside the sleeve 5, the steel perforated pipe 8 is connected with a grouting branch pipe 9, and the grouting branch pipe 9 penetrates outside the sleeve 5 and extends upward to the sand cushion layer 2; the grouting branch pipes 9 on the same row are communicated through grouting outer pipes 10, and one ends of the grouting outer pipes 10 extend to the drainage ditch 3; a slidable grouting inner pipe 11 is arranged in the grouting outer pipe 10, and the grouting inner pipe 11 extends out of the grouting outer pipe 10 and then is connected with a grouting valve 14.
In the preferred embodiment of the present invention, the inner diameter of the outer grouting pipe 10 is 3mm to 10mm larger than the outer diameter of the inner grouting pipe 11; the outer grouting pipe 10 is a steel pipe, and the inner grouting pipe 11 is a PVC fiber reinforced hose.
In the preferred embodiment of the utility model, the upper cover of slip casting outer tube 10 and slip casting branch pipe 9 has the sand cushion layer 2 of being no less than 400mm thickness.
Referring to fig. 5, in the preferred embodiment of the present invention, the slurry discharge pipeline includes a slurry discharge pipe 12 and a slurry outlet pipe 13; two adjacent sleeves 5 on the same row are connected through a pulp discharge pipe 12, wherein one end of the pulp discharge pipe 12 is communicated with the top end of one sleeve 5 far away from the drainage ditch 3 in the two sleeves 5, and the other end of the pulp discharge pipe is communicated with the bottom end of the other sleeve 5, so that the pulp flows out from the top end of the sleeve 5 far away from the drainage ditch 3 and flows into the bottom end of the adjacent sleeve 5 through the pulp discharge pipe 12; the slurry outlet pipe 13 is arranged at the top end of the sleeve 5 closest to one side of the drainage ditch 3 in the same row of sleeves 5, and the slurry outlet pipe 13 extends to the drainage ditch 3 and is connected with a slurry outlet valve 15.
Example 2:
the construction method of the composite foundation with the soft soil foundation 1 under the embankment 17 as an implementation object, in particular the combination of the controllable rigid pile 4 and the compacted gravel pile 7, comprises the following steps:
(1) firstly, leveling a field, paving and filling a sand cushion layer 2 with the thickness not less than 500mm on the surface of a soft soil foundation 1, and connecting the outer edge of the sand cushion layer 2 with a drainage ditch 3;
(2) constructing sand-stone piles 7 on the sand cushion layer 2, constructing from a shallow part of the soft soil foundation 1 to a deeper part in the longitudinal direction, and constructing from a near structure to a direction far away from the structure under the condition of structures such as bridge heads or culverts and the like; in the transverse direction, a left-right back-and-forth fold line mode is adopted, and a mode of firstly adopting two sides and then adopting the middle can also be adopted. The design length of the sand-stone pile 7 is not less than the settlement calculation depth of the foundation compression area, and the pile top is flush with the sand cushion layer 2;
(3) constructing a rigid pile 4, and enabling the pile bottom to enter a bearing stratum; the pile top is not higher than the surface of the soft soil foundation 1, and the height difference between the pile top and the top surface of the sand cushion layer 2 is not less than the total settlement of the soil between the piles after bearing the load pressure. The pile diameter, the pile distance and the pile length meet the design load requirement of the rigid pile 4;
(4) clearing away a sand cushion layer 2 and pile surrounding soil near a pile position, paving a gravel material with the thickness of 100-200 mm as a base of a sleeve 5, then arranging the sleeve 5, wherein the sleeve 5 is made of reinforced concrete material, the inner diameter of the sleeve 5 is 100-300 mm larger than that of a rigid pile 4, the upper end surface of the sleeve 5 is flush with the top surface of the sand cushion layer 2, the lower end surface of the sleeve 5 is contracted to just sleeve the rigid pile 4, and the length of the rigid pile 4 entering the sleeve 5 is not less than the pile diameter value;
(5) after the sleeve 5 is placed, symmetrically installing grouting branch pipes 9 and grouting outer pipes 10 by taking the central line of the road as a boundary, arranging steel perforated pipes 8 in the sleeve 5, connecting the grouting branch pipes 9 with the steel perforated pipes 8 after penetrating the sleeve 5 from the outside, connecting the grouting branch pipes 9 on the same row through the grouting outer pipes 10, and extending the grouting outer pipes 10 to the drainage ditch 3; a slidable grouting inner pipe 11 is arranged in the grouting outer pipe 10, one end opening of the grouting inner pipe 11 extends to the grouting branch pipe 9 farthest away from the drainage ditch 3, and the other end is connected with a grouting valve 14;
(6) the sleeves 5 on the same row are connected through a pulp discharge pipe 12, wherein one end of the pulp discharge pipe 12 is connected with the top end of one sleeve 5 far away from the drainage ditch 3 in the two sleeves 5, and the other end of the pulp discharge pipe is connected with the bottom end of the other sleeve 5, so that the pulp flows out from the top end of the sleeve 5 far away from the drainage ditch 3 and flows into the bottom end of the adjacent sleeve 5 through the pulp discharge pipe 12; the edge of the sand cushion layer 2, namely the top end of the sleeve 5 closest to the drainage ditch 3, is provided with a slurry outlet pipe 13, and the slurry outlet pipe 13 extends out of the range of the sand cushion layer 2, namely the drainage ditch 3; it is worth to be noted that two steel perforated pipes 8 are arranged in the sleeve, and the slurry discharge pipe 12 and the grouting branch pipe 9 are respectively connected with different steel perforated pipes 8;
(7) after the pipeline is installed, sand materials are backfilled on the pipeline and around the sleeve 5 in a layered mode and tamped until the sand cushion layer 2 is flush, then a reinforced concrete cover plate 6 is installed on the sleeve 5, the center of the cover plate 6 is aligned with the center of the sleeve 5, and the filler under the cover plate 6 is dense, so that the cover plate 6 is guaranteed not to generate large differential settlement;
(8) grouting the grouting pipe by using a grouting machine, and completing grouting of the sleeve 5 when fresh grout is discharged from the grout outlet valve 15; the grouting inner pipe 11 can be pulled out by a distance between piles, secondary grouting is carried out on the adjacent sleeves 5, and the steps are repeated until each sleeve 5 finishes secondary grouting, and the grout in each sleeve 5 is full; in the initial setting period of the slurry, the embankment 17 is prohibited to be loaded and constructed. The injected slurry is cement slurry or cement mortar.
Meanwhile, the combined use of the slurry discharge pipeline and the slurry injection pipeline is adopted, so that the slurry injection efficiency can be improved, the slurry injection time interval of each sleeve 5 can be shortened, the uneven stress between the rigid pile 4 which is not subjected to slurry injection and the rigid pile 4 which is subjected to slurry injection is avoided, and the shear deformation and the lateral deformation caused by different bearing of soil between the piles are avoided, so that certain influence is caused on the stability of the rigid pile 4 and the foundation.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, a plurality of modifications and replacements can be made without departing from the technical principle of the present invention, and these modifications and replacements should also be regarded as the protection scope of the present invention.
Claims (9)
1. The utility model provides a combined composite foundation of controllable rigidity stake and crowded gravel pile which characterized in that: comprises a soft soil foundation, a sand cushion layer paved on the soft soil foundation and a drainage ditch arranged at the outer side of the sand cushion layer;
a plurality of rigid piles are uniformly arranged in the soft soil foundation, and the top ends of the rigid piles are not higher than the surface of the soft soil foundation; the rigid pile is provided with a sleeve, the top end of the sleeve extends upwards to the top surface of the sand cushion layer, and the bottom end of the sleeve is contracted to tightly sleeve the rigid pile;
the sleeve is respectively connected with a grouting pipeline and a slurry discharging pipeline; cement slurry is injected into the sleeve, and a cover plate is arranged on the sleeve;
evenly be provided with many gravel piles in the sand cushion around the apron, the top and the sand cushion top surface parallel and level of gravel pile, extend to in the soft soil foundation behind the sand cushion is run through to the bottom of gravel pile.
2. The composite foundation of claim 1, wherein said sand cushion layer has a thickness not less than 500 mm.
3. The composite foundation of claim 1, wherein said rigid pile is at least one of CFG pile, concrete pile, PHC pile or PTC pile.
4. The composite foundation of claim 1, wherein a gravel layer with a thickness of 100 mm-200 mm is laid under the sleeve.
5. The composite foundation of claim 1, wherein the inner diameter of said sleeve is 100-300 mm larger than that of said rigid pile.
6. The combined composite foundation of the controllable rigid pile and the compacted gravel pile as claimed in claim 1, wherein the grouting pipeline comprises a steel perforated pipe arranged inside the sleeve, the steel perforated pipe is connected with a grouting branch pipe, and the grouting branch pipe penetrates out of the sleeve and extends upwards to the sand cushion layer; the grouting branch pipes on the same row are communicated through a grouting outer pipe, and one end of the grouting outer pipe extends to the drainage ditch; a slidable grouting inner pipe is arranged in the grouting outer pipe, and the grouting inner pipe extends out of the grouting outer pipe and then is connected with a grouting valve.
7. The composite foundation of claim 6, wherein the inner diameter of said outer grouting pipe is 3-10 mm larger than the outer diameter of said inner grouting pipe; the outer grouting pipe is a steel pipe, and the inner grouting pipe is a PVC fiber reinforced hose.
8. The composite foundation of claim 6, wherein said grouting outer pipe and grouting branch pipe are covered with a sand cushion layer with a thickness of not less than 400 mm.
9. The combined composite foundation of the controllable rigid pile and the compacted gravel pile as claimed in claim 1, wherein the slurry discharge pipeline comprises a slurry discharge pipe and a slurry outlet pipe; two adjacent sleeves on the same row are connected through a pulp discharge pipe, wherein one end of the pulp discharge pipe is communicated with the top end of one sleeve far away from the drainage ditch in the two sleeves, and the other end of the pulp discharge pipe is communicated with the bottom end of the other sleeve, so that the pulp flows out from the top end of the sleeve far away from the drainage ditch and flows into the bottom end of the adjacent sleeve through the pulp discharge pipe; go out the thick liquid pipe and set up on the sleeve top that is closest to escape canal one side in same capable sleeve, go out the thick liquid pipe and extend to the escape canal on the back connect out the thick liquid valve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020403607.5U CN212983834U (en) | 2020-03-26 | 2020-03-26 | Combined composite foundation of controllable rigid pile and compacted gravel pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020403607.5U CN212983834U (en) | 2020-03-26 | 2020-03-26 | Combined composite foundation of controllable rigid pile and compacted gravel pile |
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| Publication Number | Publication Date |
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| CN212983834U true CN212983834U (en) | 2021-04-16 |
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| CN202020403607.5U Expired - Fee Related CN212983834U (en) | 2020-03-26 | 2020-03-26 | Combined composite foundation of controllable rigid pile and compacted gravel pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111379251A (en) * | 2020-03-26 | 2020-07-07 | 五邑大学 | Controllable rigid pile and compacted gravel pile combined composite foundation and construction method thereof |
-
2020
- 2020-03-26 CN CN202020403607.5U patent/CN212983834U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111379251A (en) * | 2020-03-26 | 2020-07-07 | 五邑大学 | Controllable rigid pile and compacted gravel pile combined composite foundation and construction method thereof |
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Granted publication date: 20210416 |