CN212052717U - Structure for penetrating karst cave of precast tubular pile - Google Patents
Structure for penetrating karst cave of precast tubular pile Download PDFInfo
- Publication number
- CN212052717U CN212052717U CN202020497915.9U CN202020497915U CN212052717U CN 212052717 U CN212052717 U CN 212052717U CN 202020497915 U CN202020497915 U CN 202020497915U CN 212052717 U CN212052717 U CN 212052717U
- Authority
- CN
- China
- Prior art keywords
- steel pipe
- tubular pile
- hole
- solution cavity
- karst cave
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 230000000149 penetrating effect Effects 0.000 title description 4
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 62
- 239000010959 steel Substances 0.000 claims abstract description 62
- 239000011257 shell material Substances 0.000 claims abstract description 12
- 239000011440 grout Substances 0.000 claims abstract description 6
- 239000004568 cement Substances 0.000 claims description 13
- 238000007711 solidification Methods 0.000 claims description 3
- 230000008023 solidification Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 23
- 239000000463 material Substances 0.000 abstract description 6
- 238000012856 packing Methods 0.000 abstract description 4
- 239000000243 solution Substances 0.000 description 18
- 239000002002 slurry Substances 0.000 description 15
- 239000002689 soil Substances 0.000 description 11
- 235000019994 cava Nutrition 0.000 description 6
- 238000005553 drilling Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000035515 penetration Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000007789 sealing Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a structure to prefabricated tubular pile runs through solution cavity, including establishing the hole at solution cavity (1) top, steel pipe (5) have been inserted in the hole at solution cavity (1) top, the low side of steel pipe (5) is inserted below the layer of holding power (2) of solution cavity bottom, the equipartition has seepage hole (4) on steel pipe (5), prefabricated tubular pile (7) are inserted in the hole at solution cavity (1) top and are overlapped on steel pipe (5), lower part packing between prefabricated tubular pile (7) and steel pipe (5) has cover shell material (3), upper portion between prefabricated tubular pile (7) and steel pipe (5) and the top packing of cover shell material (3) have concrete (8), it solidifies concrete (8) that form by injected grout (6) also to fill in steel pipe (5). The utility model discloses construction period, save material loss, reduction construction cost have been shortened effectively to accord with the green construction requirement of country.
Description
Technical Field
The utility model relates to a structure to prefabricated tubular pile runs through solution cavity belongs to building foundation construction technical field.
Background
The conditions of underground karst caves and soil caves are common in southern areas of China, the stratum is rich in underground water, weak in geology and low in bearing capacity, and is difficult to serve as a bearing layer of the pile bottom of the precast tubular pile. Because underground soil caverns and karst caves are deeply embedded, most of prefabricated pipe piles are difficult to construct to underground foundation strata, construction technologies for reinforcing the underground karst caves and the soil caverns are numerous, the existing karst caves and the soil caverns are often reinforced in a large area before the prefabricated pipe piles are constructed, the supporting layer of the prefabricated pipe pile bottom at the karst caves is difficult to reinforce in a targeted mode, the construction period is long, the construction cost is high, manpower and material resources are wasted, and the construction quality cannot be guaranteed.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a structure that runs through solution cavity to precast tubular pile to effectively reach solution cavity, the reinforced effect of soil cave, guarantee the bearing capacity requirement at the bottom of the precast tubular pile stake, thereby overcome the not enough of prior art.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the utility model discloses a structure to prefabricated tubular pile runs through solution cavity, including establishing the hole at the solution cavity top, inserted the steel pipe in the hole at solution cavity top, the low side of steel pipe is inserted below the holding power layer of solution cavity bottom, the equipartition has the hole that oozes on the steel pipe, prefabricated tubular pile inserts in the hole at solution cavity top and overlaps on the steel pipe, lower part packing between prefabricated tubular pile and steel pipe has set shell material, upper portion between prefabricated tubular pile and steel pipe and the top packing of set shell material have the concrete, also pack in the steel pipe and have the concrete that solidifies the formation by the grout of pouring into.
Since the technical scheme is used, the utility model discloses compare with prior art, the utility model discloses effectively solved and taken place easily in the prefabricated tubular pile work progress of solution cavity position and sink, slope, construction difficult problems such as the design requirement can not be reached to the pile base bearing capacity, can effectively reach the reinforced effect of solution cavity soil body, guarantee the bearing capacity requirement at the bottom of the prefabricated tubular pile. Meanwhile, the construction technology can strengthen the bearing layer of the bottom of the prefabricated pipe pile at the karst cave part in a targeted manner, shortens the construction period, saves the material loss, reduces the construction cost and meets the national green construction requirement.
Drawings
Fig. 1 is a schematic structural diagram of the present invention.
The figures are labeled as follows: 1-karst cave, 2-bearing layer, 3-shell material, 4-grout penetration, 5-steel pipe, 6-cement paste, 7-precast tubular pile, 8-concrete and 9-reinforced area.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
The utility model discloses a to the construction method constitution that precast tubular pile runs through solution cavity and be used for this method as shown in figure 1, this method is under construction according to following step:
a. drilling a hole at the top of the karst cave 1 until the hole is below a bearing layer 2 at the bottom of the karst cave;
b. injecting a jacket material 3 into the hole;
c. penetrating a steel pipe 5 which penetrates through a karst cave section and is uniformly provided with mud penetration holes 4 from an orifice to the bottom of the karst cave and inserting the steel pipe into the hole;
d. waiting for the solidification of the shell material 3 around the steel pipe 5;
e. extending a grouting pipe of the high-pressure grouting pump from the top of the steel pipe 5 to the bottom of the steel pipe, and injecting cement slurry 6 into the steel pipe 5 in a subsection manner from bottom to top; cement paste 6 is injected into the elevation to the bottom elevation filled with concrete 8 in the precast tubular pile 7;
f. finally, sleeving the precast tubular pile 7 on the steel pipe 5, adjusting the position of the steel pipe 5 in the middle of the precast tubular pile 7, and backfilling and fixing the precast tubular pile;
g. concrete 8 is filled between the precast tubular pile 7 and the steel pipe 5 and in the steel pipe 5, and the steel pipe 5 and the precast tubular pile 7 are cast into a whole.
In the construction method for the prefabricated pipe pile penetrating through the karst cave, the diameter of a drilling hole in the top of the karst cave 1 is slightly larger than the outer diameter of the steel pipe 5, and the drilling depth in the bottom of the karst cave 1 is 0.5 meter below the bearing stratum 2. The range of the grout penetration holes 4 on the steel pipe 5 is higher than the top of the karst cave 1 to the bottom end of the precast tubular pile 7. When cement slurry 6 is injected into the steel pipe 5 from the bottom to the top in a subsection mode, the grouting height of each section is not more than 0.33 m. When cement slurry 6 is injected, 3-5 leveling observation points are arranged on the ground for monitoring, so that cracks or lifting on the ground are prevented. The cement slurry 6 adopts cement slurry with the ratio of water to cement being 1: 1.5; controlling the grouting pressure to be 0.7-1.0 mpa; stopping grouting when the slurry suction amount is less than 2L/min, and stabilizing the pressure for 15 min.
Constitute according to above-mentioned method and be used for above-mentioned method the utility model discloses a structure to prefabricated tubular pile runs through solution cavity, as shown in fig. 1, this structure is including establishing the hole at solution cavity 1 top, steel pipe 5 has been inserted in the hole at solution cavity 1 top, the low side of steel pipe 5 is inserted below the holding power layer 2 of solution cavity bottom, the equipartition has the seepage hole 4 on steel pipe 5, prefabricated tubular pile 7 is inserted in the hole at solution cavity 1 top and is overlapped on steel pipe 5, lower part between prefabricated tubular pile 7 and steel pipe 5 is filled with cover shell material 3, upper portion between prefabricated tubular pile 7 and steel pipe 5 and the top of cover shell material 3 are filled with concrete 8, also fill in steel pipe 5 with the concrete 8 that forms by the grout 6 solidification of injection.
The supplementary description of the utility model is as follows:
during specific construction, firstly drilling a hole with the diameter slightly larger than that of the steel pipe 5 at the top of the karst cave 1, wherein the drilling depth is at least 0.5 m below a bearing layer 2 at the bottom of the karst cave 1; then injecting a jacket material 3 into the hole; simultaneously, inserting a steel pipe 5 into the bottom of the hole 0.5 m below the bearing layer 2 from the hole opening through the karst cave 1; the steel pipe 5 is divided into two sections, the lower section is uniformly provided with slurry seepage holes 4 with the diameter of 10mm, the slurry seepage holes 4 are arranged at intervals in a plum blossom shape, and the distance between the slurry seepage holes 4 is 0.5 meter. The slurry seepage hole 4 at the highest position is higher than the top of the karst cave 1 to the bottom end of the precast tubular pile 7. After the shell material 3 around the steel pipe 5 is solidified, the shell material 3 plays two roles, namely, the steel pipe 5 is fixed, and the steel pipe 5 is prevented from shaking; secondly, the sealing function is achieved, and a sealing body is formed between the steel pipe 5 and the surrounding soil body. Then, a grouting pipe (not shown in the figure) of the high-pressure grouting pump extends from the top of the steel pipe 5 to the bottom of the steel pipe 5, and cement slurry 6 is injected into the steel pipe 5 in a subsection mode from bottom to top; cement paste 5 is injected into the elevation to the bottom elevation filled with concrete 8 in the precast tubular pile 7; after being injected, the cement slurry 6 can seep out of the slurry seepage holes 4 and is mixed with the surrounding soil body to reinforce the surrounding soil body, and as shown in the figure, a reinforcing area 9 can be formed at the bottom of the precast tubular pile 7; the cement slurry 6 flowing out of the slurry seepage hole 4 in the karst cave 1 flows along the outer wall of the steel pipe and is attached to the outer wall of the steel pipe, so that the steel pipe is protected from corrosion. Finally, sleeving the precast tubular pile 7 on the steel pipe 5, adjusting the steel pipe 5 in the middle of the precast tubular pile 7, and backfilling soil around the precast tubular pile 7 to fix the precast tubular pile; and finally, filling concrete 8 between the precast tubular pile 7 and the steel pipe 5 and between the steel pipe 5 to cast the steel pipe 5 and the precast tubular pile 7 into a whole.
The utility model discloses a steel pipe 5 that runs through solution cavity 1 directly transmits the power of precast tubular pile 7 to the layer 2 of holding power of 1 bottom of solution cavity. Effectively and effectively solves the construction problems that the prefabricated tubular pile at the karst cave part is easy to sink and incline, the bearing capacity of the pile bottom cannot meet the design requirement and the like in the construction process, can effectively achieve the effect of reinforcing the soil body of the karst cave, and ensures the bearing capacity requirement of the prefabricated tubular pile bottom. Meanwhile, the construction technology can strengthen the bearing layer of the bottom of the prefabricated pipe pile at the karst cave part in a targeted manner, shortens the construction period, saves the material loss, reduces the construction cost and meets the national green construction requirement.
Claims (1)
1. The utility model provides a structure to prefabricated tubular pile runs through solution cavity, is including establishing the hole at solution cavity (1) top, its characterized in that: the concrete grouting device is characterized in that a steel pipe (5) is inserted into a hole in the top of the karst cave (1), the lower end of the steel pipe (5) is inserted below a bearing layer (2) in the bottom of the karst cave, grout permeating holes (4) are uniformly distributed in the steel pipe (5), a precast tubular pile (7) is inserted into the hole in the top of the karst cave (1) and sleeved on the steel pipe (5), a sleeve shell material (3) is filled at the lower part between the precast tubular pile (7) and the steel pipe (5), concrete (8) is filled at the upper part between the precast tubular pile (7) and the steel pipe (5) and above the sleeve shell material (3), and concrete (8) formed by solidification of injected cement paste (6) is also filled in the steel pipe (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020497915.9U CN212052717U (en) | 2020-04-07 | 2020-04-07 | Structure for penetrating karst cave of precast tubular pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020497915.9U CN212052717U (en) | 2020-04-07 | 2020-04-07 | Structure for penetrating karst cave of precast tubular pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212052717U true CN212052717U (en) | 2020-12-01 |
Family
ID=73541848
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020497915.9U Expired - Fee Related CN212052717U (en) | 2020-04-07 | 2020-04-07 | Structure for penetrating karst cave of precast tubular pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212052717U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111364449A (en) * | 2020-04-07 | 2020-07-03 | 中建四局第一建筑工程有限公司 | Construction method and structure for penetrating karst cave of precast tubular pile |
| CN115369867A (en) * | 2022-08-18 | 2022-11-22 | 广州市第二建筑工程有限公司 | BIM-based lead hole pile sinking construction method |
-
2020
- 2020-04-07 CN CN202020497915.9U patent/CN212052717U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111364449A (en) * | 2020-04-07 | 2020-07-03 | 中建四局第一建筑工程有限公司 | Construction method and structure for penetrating karst cave of precast tubular pile |
| CN115369867A (en) * | 2022-08-18 | 2022-11-22 | 广州市第二建筑工程有限公司 | BIM-based lead hole pile sinking construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103835284B (en) | A kind of Pile In Drill In Karst Terrain structure and construction method | |
| CN202124865U (en) | Quick plugging device for dewatering wellhead of sand-free cement pipe deep well | |
| CN103924987B (en) | A kind of SMW engineering method stake tunnel shielding portal seepage-proof structure and construction method thereof | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN106284317B (en) | A kind of building pile foundation construction method | |
| CN203741820U (en) | Cast-in-situ bored pile structure for karst area | |
| CN111364449A (en) | Construction method and structure for penetrating karst cave of precast tubular pile | |
| CN104895055A (en) | Building grouting pile foundation construction method | |
| CN104499479A (en) | Dig-hole pile construction method based on penetration of sand gravel backfilling layer | |
| CN212052717U (en) | Structure for penetrating karst cave of precast tubular pile | |
| CN112323777A (en) | Hollow precast pile for rock embedding and rock embedding construction method using precast pile | |
| CN203213101U (en) | Embedding grouting combined pile | |
| CN102839691A (en) | Quick sealing method and device for sandless cement pipe deep well dewatering wellhead | |
| CN111424653A (en) | Construction method and structure of thin-wall karst cave combined pipe pile | |
| CN204959787U (en) | Novel tower crane combination formula basis | |
| CN101793027B (en) | Core-grouted static pressure anchor rod pile | |
| CN203796288U (en) | Water seepage prevention structure used for shield entrance door employing SMW piles | |
| CN201296932Y (en) | Segmentation prefabricating sunken outer wall and guide wall thereof | |
| CN208251077U (en) | A kind of positioning constructing device of networking measurement control stake | |
| CN216339582U (en) | Combined inclined support for foundation pit support | |
| CN109024657A (en) | The construction method of Super High Core Walls Structure dell side complex conditions tower crane | |
| CN201635072U (en) | Centrally grouted static-pressured anchor pile former | |
| CN108316288A (en) | Half casing guncreting pile construction equipment and construction method | |
| CN204059343U (en) | The stake of extrusion molding preformed pile stiff-core cement soil Y shape | |
| CN203755292U (en) | Weak bearing stratum foundation reinforcing structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20201201 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |