CN115288124A - Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method - Google Patents
Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method Download PDFInfo
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- CN115288124A CN115288124A CN202210874578.4A CN202210874578A CN115288124A CN 115288124 A CN115288124 A CN 115288124A CN 202210874578 A CN202210874578 A CN 202210874578A CN 115288124 A CN115288124 A CN 115288124A
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- 238000000034 method Methods 0.000 title claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 16
- 239000002689 soil Substances 0.000 claims abstract description 59
- 230000002787 reinforcement Effects 0.000 claims abstract description 32
- 239000004567 concrete Substances 0.000 claims abstract description 27
- 238000005553 drilling Methods 0.000 claims abstract description 18
- 239000011440 grout Substances 0.000 claims abstract description 9
- 239000003795 chemical substances by application Substances 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 230000015572 biosynthetic process Effects 0.000 claims description 8
- 239000003638 chemical reducing agent Substances 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 239000011372 high-strength concrete Substances 0.000 claims description 4
- OYPRJOBELJOOCE-UHFFFAOYSA-N Calcium Chemical group [Ca] OYPRJOBELJOOCE-UHFFFAOYSA-N 0.000 claims description 3
- DGAQECJNVWCQMB-PUAWFVPOSA-M Ilexoside XXIX Chemical compound C[C@@H]1CC[C@@]2(CC[C@@]3(C(=CC[C@H]4[C@]3(CC[C@@H]5[C@@]4(CC[C@@H](C5(C)C)OS(=O)(=O)[O-])C)C)[C@@H]2[C@]1(C)O)C)C(=O)O[C@H]6[C@@H]([C@H]([C@@H]([C@H](O6)CO)O)O)O.[Na+] DGAQECJNVWCQMB-PUAWFVPOSA-M 0.000 claims description 3
- 239000011575 calcium Substances 0.000 claims description 3
- 229910052791 calcium Inorganic materials 0.000 claims description 3
- -1 methylene dimethyl Chemical group 0.000 claims description 3
- 229920000642 polymer Polymers 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 239000013049 sediment Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000011734 sodium Substances 0.000 claims description 3
- 229910052708 sodium Inorganic materials 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical group [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- BDHFUVZGWQCTTF-UHFFFAOYSA-M sulfonate Chemical compound [O-]S(=O)=O BDHFUVZGWQCTTF-UHFFFAOYSA-M 0.000 claims description 3
- 238000005755 formation reaction Methods 0.000 claims 5
- 230000008901 benefit Effects 0.000 abstract description 6
- 238000010276 construction Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
Images
Classifications
-
- 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
- E02D5/58—Prestressed concrete piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
-
- 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- 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
- E02D5/64—Repairing piles
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a tubular pile structure and a reinforcing method for a stratum with a soft upper part and a hard lower part, wherein the tubular pile structure mainly comprises a drill hole, a first preformed hole, a second preformed hole, a prestressed tubular pile and a reinforcement cage; the first preformed hole and the second preformed hole are both positioned in the drill hole; the first preformed hole and the drill hole are concentrically arranged, and the axis of the second preformed hole is parallel to the drill hole; the prestressed pipe pile is sunk into the drill hole, and the bottom of the prestressed pipe pile extends to be below the interface of soft soil and hard soil; placing a reinforcement cage into the reserved hole, wherein the top of the reinforcement cage is higher than the interface of soft soil and hard soil; and a concrete layer is poured in the prestressed pipe pile. The reinforcing method mainly comprises the following steps: vertically drilling a hole for sinking the pile downwards to form a drilling hole; drilling a first preformed hole in the borehole along the borehole axis and a second preformed hole parallel to the borehole axis; sinking prestressed pipe piles in the drill holes, and placing reinforcement cages in the two types of preformed holes; and injecting concrete grout into the prestressed pipe pile and the two reserved holes. The invention also has the advantages of simple structure, convenient operation and easy implementation.
Description
Technical Field
The invention relates to the technical field of pipe piles, in particular to a pipe pile structure used in a stratum with a soft upper part and a hard lower part and a reinforcing method.
Background
The pile-forming quality of the pipe pile is strong, the transportation, the hoisting and the pile sinking are convenient, the construction speed is high, and the method is widely applied to the fields of foundation treatment, industrial plants, multi-story and high-rise buildings and the like. However, for thick and hard soil layers, the pipe pile is difficult to penetrate, and whether the pile is driven by hammering or driven by static force, the pile body can be deviated or broken in the pile driving process. Therefore, the existing pipe pile is difficult to be applied to the engineering of the extremely soft and hard (soft soil layer at the upper part and hard soil layer at the lower part) stratum. Therefore, further improvements and improvements are needed in the art.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a tubular pile structure used in a stratum with a soft upper part and a hard lower part.
The invention also aims to overcome the defects of the prior art and provide a reinforcing method based on the tubular pile.
The purpose of the invention is realized by the following technical scheme:
the utility model provides a tubular pile structure for in hard stratum under soft, mainly includes drilling, first preformed hole, second preformed hole, prestressed pipe stake and steel reinforcement cage. The bottom of the bore hole extends all the way below the soft and hard soil interface. The first preformed hole and the second preformed hole are both located in the drill hole, the tops of the first preformed hole and the second preformed hole are both located at the soft and hard soil interface, and the bottom depth is larger than that of the drill hole. The first preformed hole and the drill hole are concentrically arranged, and the axis of the second preformed hole is parallel to the axis of the drill hole. The prestressed pipe pile is sunk into the drill hole, and the bottom of the prestressed pipe pile extends to be below the soft and hard soil interface. In the first preformed hole of steel reinforcement cage people and the second preformed hole, the top of steel reinforcement cage is higher than soft or hard soil interface. Concrete layers are poured in the prestressed pipe piles, the concrete layers are filled with the first preformed holes and the second preformed holes downwards, and the concrete layers are filled with the height of 2-3 meters higher than the soft and hard soil interface. The rest parts in the prestressed pipe pile are in a hollow state.
Furthermore, in order to increase the frictional resistance between the prestressed pipe pile and the steel reinforcement cage, the inner wall of the prestressed pipe pile is also provided with a bulge. The arch encircles the setting of prestressing force tubular pile inner wall and contacts with the steel reinforcement cage, and bellied depth range is down to soft or hard soil interface, and is gone up to 3 meters high departments.
In a preferable scheme of the invention, the depth of the drill hole below the soft and hard soil interface is 500 mm to 800 mm, and the thickness of sediment at the bottom of the drill hole is not less than 30 mm.
In a preferred embodiment of the present invention, the first prepared hole and the second prepared hole have a depth of 1500 mm to 1800 mm below the soft and hard soil interface, and a diameter of 100 mm to 150 mm.
As a preferable scheme of the invention, the distance between the outer walls of the preformed holes is at least 50 mm, and the distance between the outer wall of the second preformed hole and the inner wall of the prestressed pipe pile is not less than 30 mm.
As a preferable scheme of the invention, the top of the reinforcement cage is 500 mm to 1000 mm higher than the soft and hard soil interface.
As the preferred scheme of the invention, the prestressed pipe pile adopts a prestressed high-strength concrete pipe pile, and the concrete grade of the prestressed pipe pile adopts C50 or above.
The other purpose of the invention can be realized by the following technical scheme:
a method for reinforcing a tubular pile structure in a stratum with a soft upper part and a hard lower part mainly comprises the following specific steps:
step S1: and vertically drilling and excavating a hole for sinking the pile downwards to a depth of 500-800 mm below the interface of the soft soil and the hard soil to form a drill hole.
Step S2: and drilling a first reserved hole in the drill hole along the axis of the drill hole, drilling a second reserved hole parallel to the axis of the drill hole, wherein the depth of the two reserved holes is from 1500 mm to 1800 mm below the interface of soft soil and hard soil.
And step S3: and (3) sinking the prestressed pipe pile into the drilled hole, and putting a reinforcement cage into the two preformed holes, wherein the top of the reinforcement cage is 500-1000 mm higher than the interface of the soft soil and the hard soil.
And step S4: and (3) injecting concrete grout into the prestressed pipe pile and the two reserved holes, wherein the filling height is 2-3 m higher than the interface of soft soil and hard soil, so that the prestressed pipe pile, the concrete grout in the pile and the reinforcement cage form a whole.
In a preferred embodiment of the present invention, the step S1 is completed together with the step S2.
As a preferable scheme of the invention, the concrete slurry is doped with a water reducing agent, an early strength agent and an expanding agent. The water reducing agent is a methylene dimethyl dinaphthyl sodium sulfonate polymer. The early strength agent is water glass. The expanding agent is calcium sulphoaluminate type concrete expanding agent. The rest time is 4 to 6 hours.
Compared with the prior art, the invention also has the following advantages:
(1) The tubular pile structure and the reinforcing method for the upper soft and lower hard stratum provided by the invention have the advantages that the depth of the prestressed tubular pile driven into the hard stratum is shallow, and the prestressed tubular pile is not easy to have the problems of pile body deviation and fracture, so that the prestressed tubular pile can be applied to the hard stratum.
(2) The tubular pile structure and the reinforcing method for the stratum with the soft upper layer and the hard lower layer provided by the invention adopt the steps of drilling at the junction of the soft soil layer and the hard soil layer, placing a reinforcement cage, and then grouting, so that the integrity of the tubular pile structure is enhanced, and the tubular pile structure can bear larger load.
(3) According to the tubular pile structure and the reinforcing method for the upper soft and lower hard stratum, provided by the invention, in the grouting process, the height of grout injection is 2-3 m away from the interface of the soft and hard stratum, and the position of the pile top is not required. Compared with the existing reinforcement method, the method can greatly reduce the cost.
(4) The tubular mechanism and the reinforcing method for the upper soft bottom layer and the lower hard bottom layer have the advantages of economic benefit, industrialization realization, wide market application prospect and the like.
Drawings
Fig. 1 is a schematic structural diagram of a tubular pile structure used in a soft upper and hard lower formation provided by the invention.
Fig. 2 is a state diagram of the pipe pile structure for the upper soft and lower hard formation provided by the invention after pouring is completed.
Fig. 3 is a schematic view of the construction state of the prepared hole and the reinforcement cage provided by the invention when being installed.
The reference numerals in the above figures illustrate:
1-prestressed pipe pile, 2-concrete grout level, 3-steel reinforcement cage, 4-bulge, 5-soft and hard soil interface, 6-concrete layer, 7-second preformed hole and 8-first preformed hole.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer and clearer, the present invention is further described below with reference to the accompanying drawings and examples.
Example 1:
as shown in fig. 1 to fig. 3, the present embodiment discloses a tubular pile structure for use in a formation with soft top and hard bottom, which mainly includes a drill hole, a first preformed hole 8, a second preformed hole 7, a prestressed tubular pile 1, and a reinforcement cage 3. The bottom of the borehole extends all the way below the soft and hard soil interface 5. First preformed hole 8 and second preformed hole 7 all are located the drilling, and the top of first preformed hole 8 and second preformed hole 7 all is located soft or hard soil interface 5 department, and the bottom degree of depth is greater than the bottom degree of depth of drilling. The first preformed hole 8 is concentrically arranged with the drilling hole, and the axis of the second preformed hole 7 is parallel to the axis of the drilling hole. The prestressed pipe pile 1 is sunk into the drill hole, and the bottom of the prestressed pipe pile extends to the position below the soft and hard soil interface 5. In the first preformed hole 8 of putting people and the second preformed hole 7 of steel reinforcement cage 3, the top of steel reinforcement cage 3 is higher than soft or hard soil interface 5. Concrete layer 6 is poured in the prestressed pipe pile 1, first preformed hole 8 and second preformed hole 7 are filled downwards in concrete layer 6, upwards fill to the height (concrete thick liquid level 2) 2 to 3 meters that is higher than soft and hard soil interface 5. The rest parts in the prestressed pipe pile 1 are in a hollow state.
Further, in order to increase the frictional resistance between the prestressed pipe pile 1 and the reinforcement cage 3, the inner wall of the prestressed pipe pile 1 is also provided with a protrusion 4. Protruding 4 encircles 1 inner wall setting of prestressing force tubular pile and contacts with steel reinforcement cage 3, and protruding 4 depth range is down to soft or hard soil interface 5, goes up to 3 meters high departments.
In a preferred embodiment of the present invention, the depth of the drill hole below the soft and hard soil interface 5 is 500 mm to 800 mm, and the thickness of the sediment at the bottom is not less than 30 mm.
As a preferable scheme of the present invention, the depths of the first preformed hole 8 and the second preformed hole 7 below the soft and hard soil interface 5 are both 1500 mm to 1800 mm, and the diameters thereof are both 100 mm to 150 mm.
As a preferable scheme of the invention, the distance between the outer walls of the preformed holes is at least 50 mm, and the distance between the outer wall of the second preformed hole 7 and the inner wall of the prestressed tubular pile 1 is not less than 30 mm.
In a preferred embodiment of the present invention, the top of the reinforcement cage 3 is 500 mm to 1000 mm higher than the soft and hard soil interface 5.
As a preferred scheme of the invention, the prestressed pipe pile 1 is a prestressed high-strength concrete pipe pile, and the concrete grade of the prestressed high-strength concrete pipe pile is C50 or more.
The other purpose of the invention can be realized by the following technical scheme:
a method for reinforcing a tubular pile structure in a stratum with a soft upper layer and a hard lower layer mainly comprises the following specific steps:
step S1: and vertically drilling and excavating a hole for pile sinking downwards to a depth of 500-800 mm below the interface 5 of the soft soil and the hard soil to form a drill hole.
Step S2: and drilling a first preformed hole 8 in the drill hole along the axis of the drill hole, and drilling a second preformed hole 7 parallel to the axis of the drill hole, wherein the depths of the two preformed holes are from 1500 mm to 1800 mm below the soft and hard soil interface 5.
And step S3: sinking the prestressed pipe pile 1 in the drill hole, placing a reinforcing cage 3 in the two preformed holes, wherein the top of the reinforcing cage 3 is 500-1000 mm higher than the interface 5 of the soft soil and the hard soil.
And step S4: and (3) injecting concrete grout into the prestressed tubular pile 1 and the two reserved holes, wherein the filling height is 2-3 m higher than the interface 5 of soft soil and hard soil, so that the prestressed tubular pile 1, the concrete grout in the pile and the reinforcement cage 3 form a whole.
In a preferred embodiment of the present invention, the step S1 is completed together with the step S2.
As a preferable scheme of the invention, the concrete slurry is doped with a water reducing agent, an early strength agent and an expanding agent. The water reducing agent is methylene dimethyl dinaphthyl sodium sulfonate polymer. The early strength agent is water glass. The expanding agent is calcium sulphoaluminate type concrete expanding agent. The rest time is 4 to 6 hours.
The above embodiments are preferred embodiments of the present invention, but the present invention is not limited to the above embodiments, and any other changes, modifications, substitutions, combinations, and simplifications which do not depart from the spirit and principle of the present invention should be construed as equivalents thereof, and all such changes, modifications, substitutions, combinations, and simplifications are intended to be included in the scope of the present invention.
Claims (10)
1. A tubular pile structure used in a soft upper and hard lower stratum is characterized by comprising a drill hole, a first preformed hole, a second preformed hole, a prestressed tubular pile and a reinforcement cage; the bottom of the drill hole extends to be below a soft and hard soil interface; the first preformed hole and the second preformed hole are both positioned in the drill hole, the tops of the first preformed hole and the second preformed hole are both positioned at the soft and hard soil interface, and the bottom depth is greater than that of the drill hole; the first preformed hole and the drill hole are concentrically arranged, and the axis of the second preformed hole is parallel to the axis of the drill hole; the prestressed pipe pile is sunk into the drilled hole, and the bottom of the prestressed pipe pile extends to be below the interface of soft soil and hard soil; the reinforcement cage is placed in the first preformed hole and the second preformed hole, and the top of the reinforcement cage is higher than a soft and hard soil interface; pouring a concrete layer in the prestressed pipe pile, wherein the concrete layer is filled into the first preformed hole and the second preformed hole downwards and is filled to a height of 2-3 meters higher than the interface of the soft and hard soil upwards; the other parts in the prestressed pipe pile are in a hollow state.
2. The tubular pile structure for the stratum with the upper soft part and the lower hard part as claimed in claim 1, wherein the inner wall of the prestressed tubular pile is further provided with a protrusion; the arch encircles the setting of prestressing force tubular pile inner wall and contacts with the steel reinforcement cage, and bellied depth range is down to soft or hard soil interface, and is gone up to 3 meters high departments.
3. The tubular pile structure for use in hard-under-soft formations according to claim 1, wherein the depth of the bore hole below the hard-soft soil interface is 500 mm to 800 mm, and the bottom sediment thickness is not less than 30 mm.
4. The tubular pile structure used in the upper soft and lower hard formation according to claim 1, wherein the depth of the first prepared hole and the depth of the second prepared hole under the soft and hard soil interface are both 1500 mm to 1800 mm, and the diameter is both 100 mm to 150 mm.
5. The tubular pile structure for hard ground layer under soft is according to claim 1, characterized in that, the outer wall interval between every said preformed hole is 50 millimeters at least, and the interval of second preformed hole outer wall and prestressing force tubular pile inner wall is no less than 30 millimeters.
6. The tubular pile structure for use in hard-under-soft formations according to claim 1, wherein the top of the reinforcement cage is 500 mm to 1000 mm above the soft soil interface.
7. The tubular pile structure for the soft-upper and hard-lower ground formation according to claim 1, wherein the prestressed tubular pile is a prestressed high-strength concrete tubular pile, and the concrete grade of the prestressed tubular pile is C50 or more.
8. A method for reinforcing a tubular pile structure in a soft upper and hard lower stratum according to claims 1 to 7, which comprises the following steps:
step S1: vertically drilling and digging a hole for sinking the pile downwards to a depth of 500-800 mm below a soft and hard soil interface to form a drill hole;
step S2: drilling a first reserved hole in the drill hole along the axis of the drill hole, drilling a second reserved hole parallel to the axis of the drill hole, wherein the depth of the two reserved holes is 1500-1800 mm below the interface of soft soil and hard soil;
and step S3: sinking a prestressed pipe pile into the drilled hole, placing a reinforcement cage in the two preformed holes, wherein the top of the reinforcement cage is 500-1000 mm higher than the interface of soft soil and hard soil;
and step S4: and (3) injecting concrete grout into the prestressed pipe pile and the two reserved holes, wherein the filling height is 2-3 m higher than the interface of soft and hard soil, so that the prestressed pipe pile, the concrete grout in the pile and the reinforcement cage form a whole.
9. The method for reinforcing a tubular pile structure in a soft upper and hard lower stratum according to claim 8, wherein the step S1 is completed together with the step S2.
10. The tubular pile structure for the formations with the soft upper part and the hard lower part as claimed in claim 1, wherein the concrete slurry is doped with a water reducing agent, an early strength agent and an expanding agent; the water reducing agent is a methylene dimethyl dinaphthyl sodium sulfonate polymer; the early strength agent is water glass; the expanding agent is a calcium sulphoaluminate type concrete expanding agent; the rest time is 4 to 6 hours.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210874578.4A CN115288124A (en) | 2022-07-22 | 2022-07-22 | Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210874578.4A CN115288124A (en) | 2022-07-22 | 2022-07-22 | Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method |
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| Publication Number | Publication Date |
|---|---|
| CN115288124A true CN115288124A (en) | 2022-11-04 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210874578.4A Pending CN115288124A (en) | 2022-07-22 | 2022-07-22 | Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2085950A (en) * | 1980-10-14 | 1982-05-06 | Rock & Alluvium Piling Ltd | Driven composite piles |
| CN205576957U (en) * | 2016-03-31 | 2016-09-14 | 大连久鼎祥瑞特种工程技术研究院有限公司 | Stake end pilework |
| CN106149709A (en) * | 2015-03-24 | 2016-11-23 | 王庆伟 | Pre-poured stake and pile making method thereof |
| CN106245641A (en) * | 2016-09-29 | 2016-12-21 | 李昊洋 | PHC pile tube post grouting construction technique and PHC pile tube composite pile |
| CN110130427A (en) * | 2019-06-13 | 2019-08-16 | 国网江苏省电力有限公司连云港供电分公司 | The reinforcement means and organizational pile foundation of precast hollow tubular pole |
| CN212336070U (en) * | 2020-10-21 | 2021-01-12 | 湖南科技学院 | Karst foundation variable-rigidity primary-secondary pile |
| CN112252312A (en) * | 2020-11-03 | 2021-01-22 | 中建四局第一建筑工程有限公司 | Construction method for enhancing integral stress performance of PHC pipe pile |
| CN217870445U (en) * | 2022-07-22 | 2022-11-22 | 广州环投南沙环保能源有限公司 | Tubular pile structure used in upper-soft lower-hard stratum |
-
2022
- 2022-07-22 CN CN202210874578.4A patent/CN115288124A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2085950A (en) * | 1980-10-14 | 1982-05-06 | Rock & Alluvium Piling Ltd | Driven composite piles |
| CN106149709A (en) * | 2015-03-24 | 2016-11-23 | 王庆伟 | Pre-poured stake and pile making method thereof |
| CN205576957U (en) * | 2016-03-31 | 2016-09-14 | 大连久鼎祥瑞特种工程技术研究院有限公司 | Stake end pilework |
| CN106245641A (en) * | 2016-09-29 | 2016-12-21 | 李昊洋 | PHC pile tube post grouting construction technique and PHC pile tube composite pile |
| CN110130427A (en) * | 2019-06-13 | 2019-08-16 | 国网江苏省电力有限公司连云港供电分公司 | The reinforcement means and organizational pile foundation of precast hollow tubular pole |
| CN212336070U (en) * | 2020-10-21 | 2021-01-12 | 湖南科技学院 | Karst foundation variable-rigidity primary-secondary pile |
| CN112252312A (en) * | 2020-11-03 | 2021-01-22 | 中建四局第一建筑工程有限公司 | Construction method for enhancing integral stress performance of PHC pipe pile |
| CN217870445U (en) * | 2022-07-22 | 2022-11-22 | 广州环投南沙环保能源有限公司 | Tubular pile structure used in upper-soft lower-hard stratum |
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