CN111794216A - Construction method of uplift carrier pile - Google Patents
Construction method of uplift carrier pile Download PDFInfo
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- CN111794216A CN111794216A CN202010703981.1A CN202010703981A CN111794216A CN 111794216 A CN111794216 A CN 111794216A CN 202010703981 A CN202010703981 A CN 202010703981A CN 111794216 A CN111794216 A CN 111794216A
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- pile
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method of a uplift carrier pile, which comprises the following steps: 1) sinking the pile casing to a set depth; 2) filling cement sand mixtures into the pile casing, and tamping the filled cement sand mixtures by using a heavy hammer; 3) repeating the filling and tamping operation of the step 2), so that the soil body below the pile end in a certain depth and range is reinforced and compacted; 4) controlling the degree of reinforcement compaction by taking the penetration degree of three strokes or the amount of the filler as a standard, and forming a carrier at the pile end; 5) continuously hammering by using a heavy hammer to form a ramming hole in the carrier; or continuously hammering by using a heavy hammer to form a tamping hole in the carrier and then pressing the protective sleeve to follow; 6) stopping hammering when the ramming hole in the carrier reaches a certain depth; 7) sinking a reinforcement cage or an anchor cable into the pile casing, wherein the bottom end of the reinforcement cage or the anchor cable enters into the ramming hole of the carrier; 8) after concrete or cement mortar is poured into the pile casing, the pile casing is lifted out to form a pile.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to a construction method of a uplift carrier pile.
Background
Along with the continuous increase of building quantity and the continuous improvement of construction science and technology level, also corresponding the enhancement to the requirement of building pile foundation, the pile foundation not only needs compressive resistance many times, still need provide certain resistance to plucking. For example, in a building site with a high ground water level, an area with strong wind pressure or an area with high earthquake resistance requirement, corresponding anti-floating and anti-pulling measures need to be taken for an underground structure so as to ensure the safety and normal use of a building (structure). Currently, the most commonly used uplift pile structure or anti-floating anchor rod mainly relies on the friction force between the body of the uplift pile and the rock (soil) layer or the anchoring force of the anchor rod to provide the uplift force. Patent No. 98124854.3 discloses a method for constructing a concrete anchor pile, in which an expandable portion of a cage is expanded by tamping a filler with the cage, thereby forming an expanded head at the end of the pile. However, in the implementation, the method has the main problems that the hammer bottom often directly hits on the steel bar of the diameter-expandable part due to the large energy of the used heavy hammer, so that the steel bar is easy to shear and break, and the pulling resistance is lost; secondly, although the inner layer of the steel bar of the diameter-expanding part is filled with the compacted filling material, the outer layer of the steel bar is only an original soil layer, so that the steel bar of the diameter-expanding part is not fully wrapped by the filling material; thirdly, the anti-pulling force is provided by the friction force of the steel bar of the diameter-expanding part and the expanding head, so that the anti-pulling force provided by the method is insufficient and unstable.
Disclosure of Invention
The present invention has been made to solve the above problems, and an object of the present invention is to provide a construction method of a uplift carrier pile, by which an anchor pile having a high uplift resistance can be formed quickly and efficiently, or a concrete pile having both a high compressive bearing capacity and an uplift resistance can be formed.
In order to achieve the above object, the construction method of the uplift carrier pile of the present invention comprises the steps of:
1) sinking the pile casing to a set depth in the foundation soil body;
2) filling a certain amount of cement sand mixture into the pile casing, tamping the filled cement sand mixture by utilizing the lifting motion of a heavy hammer in the pile casing, and extruding the cement sand mixture out of the bottom end of the pile casing;
3) repeatedly filling the cement sand mixture in the step 2) and using the operation of heavy hammer tamping to reinforce and compact the soil body below the pile end within a certain depth and range;
4) controlling the degree of consolidation and compaction by taking the penetration degree of three strokes or the filling amount as a standard, and forming a carrier formed by a tamped cement-sand mixture and a soil body affected by compaction at the pile end;
5) continuously hammering the protective cylinder by using a heavy hammer to form a ramming hole in the carrier; or continuously hammering by using a heavy hammer to form a tamping hole in the carrier and then pressing the protective sleeve to follow;
6) repeating the operation of the step 5), and stopping hammering when the ramming holes in the carrier reach a certain depth;
7) lifting a heavy hammer, sinking a reinforcement cage or an anchor cable into the pile casing, and enabling the bottom end of the reinforcement cage or the anchor cable to enter a ramming hole of the carrier;
8) after concrete or cement mortar is poured into the pile casing, the pile casing is lifted out to form a pile.
In the above construction method of the uplift carrier pile, preferably, the cement-sand mixture in the step 1) is prepared by mixing cement and sand as main materials with an appropriate amount of water.
In the construction method of the uplift carrier pile, preferably, the cement-sand mixture in the step 2) may further include crushed stone with a small particle size and a concrete admixture.
In the construction method of the uplift carrier pile, preferably, in the step 3), the soil body below the pile end within a certain depth and range is reinforced and compacted, namely, the soil body below the pile end within the depth of 3-5 m and the diameter of 2-3 m is compacted, and the construction ground is ensured not to be raised, and the adjacent pile carrier is not damaged.
In the above construction method of the uplift carrier pile, preferably, the reinforcing and compacting degree is controlled by using a triple-hit penetration or a filler amount as a standard in the step 4), where the triple-hit penetration means: the current sinking value of the heavy hammer after falling and tamping when the heavy hammer is not filled is the one-stroke penetration, and the three-stroke penetration is measured continuously by the same falling distance; the penetration measurement value satisfying the design value means that: the later penetration degree in the three-shot penetration degrees is less than or equal to the former penetration degree, the total value of the three-shot penetration degrees is less than a design value, and the value range of the design value is 0-50 mm; and stopping filling the cement-sand mixture when the three-strike penetration degree meets the design value, and continuing to perform the operation of filling the cement-sand mixture and tamping by using a heavy hammer until the three-strike penetration degree meets the design value when the measured value of the three-strike penetration degree does not meet the design value.
In the construction method of the uplift carrier pile, preferably, the degree of consolidation and compaction is controlled by using the triple-stroke penetration or the filler amount as a standard in the step 4), wherein the filler amount refers to a set filling amount of the cement mixture calculated according to geological conditions and load requirements, and the cement mixture with the set filling amount is completely tamped.
In the above construction method of the uplift carrier pile, it is preferable that the step 5) of pressing down the casing after forming the ramming hole in the carrier is selected for use under conditions of abundant groundwater or soft geology.
In the construction method of the uplift carrier pile, preferably, the tamping holes in the carrier in the step 6) reach a certain depth, the depth is greater than one fourth of the height of the carrier, and the height of the carrier is 3-5 m.
In the construction method of the uplift carrier pile, preferably, the bottom of the reinforcement cage or the anchor cable in the step 7) is provided with a widening or thickening expansion body to increase the friction force.
In the construction method of the uplift carrier pile, it is preferable that the pile casing is filled with concrete or cement mortar in the step 8), and the filling height of the pile casing is not less than 1 m.
In the construction method of the uplift carrier pile, preferably, when the soil layer at the end of the pile is a harder soil layer such as gravel and sedimentary rock, the filling operation in the steps 2) to 4) is not required, the soil layer at the end of the pile is directly hammered by a heavy hammer to form a ramming hole, then a steel reinforcement cage or an anchor cable is placed, and finally concrete or cement mortar is poured to form the rock-socketed pile so as to provide the uplift resistance of the pile.
According to the construction method of the uplift carrier pile, the tamping holes are formed in the formed pile end carrier body so as to be beneficial to the firm combination of the anchor pile body or the anchor cable and the pile end carrier body, the characteristics and advantages of high reinforcing strength and large compaction influence range of the pile end carrier are fully exerted, and the embedding effect and the uplift resistance are remarkably improved. Firstly, the height of the carrier is generally 3-5 m and the width is generally 2-3 m according to the change of the soil layer and the filler, and the uplift resistance provided by the pile end carrier with large volume in a deeper soil layer is very strong; secondly, the carrier adopts cement mixture as filler, the density and strength of the hardened cement mixture are obviously higher than those of common compacted filler, the cement mixture is more favorable for hardening and combining with the concrete material of the pile body, and the quality and the anti-pulling capacity of the pile body are further enhanced; in addition, after the carrier is completely formed and the tamping holes in the carrier are also formed, the reinforcement cage or the anchor cable is placed, so that the damage caused by tamping of the heavy hammer on the reinforcement cage or the anchor cable is completely avoided, and the quality of the pile body is fully ensured; meanwhile, the anti-pulling carrier pile is not limited to single anti-pulling, has the same or even higher anti-pulling capacity, can form two types of pure anti-pulling anchor piles and anti-pulling carrier piles, and can fully exert technical advantages in geological and environment complex areas or higher building applications.
Drawings
Fig. 1 is a schematic view of a uplift pile according to an embodiment of the present invention; fig. 2 is a schematic view of a uplift pile according to another embodiment of the present invention; fig. 3 is a process diagram of the uplift pile construction in the embodiment of fig. 1.
Detailed Description
The invention is further illustrated by the following specific examples.
Fig. 1 is a schematic diagram of a uplift carrier pile according to an embodiment of the present invention, which has both strong resistance to compression and uplift, as shown in fig. 1, the uplift carrier pile includes a pile-end carrier 1, a concrete pile body 2, and an uplift reinforcement cage 3, wherein the uplift reinforcement cage 3 is composed of a straight-rod section cage body 4 and a bottom-widened reinforcing stirrup body 5, the straight-rod section cage body 4 is wrapped and embedded in the concrete pile body 2, and the bottom stirrup body 5 is wrapped and embedded in the pile-end carrier 2.
Fig. 2 is a schematic view of a uplift pile according to another embodiment of the invention, which is a pure uplift anchor pile, as shown in fig. 2 and fig. 1, the uplift carrier pile comprises a pile end carrier 1, a plain concrete pile body 2 and an uplift anchor cable 3, wherein the uplift anchor cable 3 is composed of a vertical anchor cable 4 and a bottom expansion body 5, the vertical anchor cable 4 is wrapped and embedded in the plain concrete pile body 2, and the bottom expansion body 5 is wrapped and embedded in the pile end carrier 2.
Fig. 3 is a process diagram of the uplift carrier pile of the embodiment of fig. 1, first, as shown in a of fig. 3, the pile casing 6 is sunk to a set depth in the foundation soil body; then, as shown in b in fig. 3, a certain amount of cement sand mixture 7 is filled in the casing 6, the cement sand mixture 7 is formed by mixing and stirring cement and sand as main materials and adding a proper amount of water, and the filled cement sand mixture 7 is rammed by utilizing the lifting motion of the heavy hammer 8 in the casing 6, so that the cement sand mixture is squeezed out of the bottom end of the casing; then, as shown in c in fig. 3, the operation of filling the cement sand mixture 7 and tamping by using a heavy hammer 8 is repeated, so that the soil body in a certain depth and range below the pile end is reinforced and compacted; then, as shown in d in fig. 3, completely tamping the set cement sand mixture 7 of 0.6 cubic meter to form a carrier 1 formed by the tamped cement sand mixture 7 and the compacted and influenced soil body; then, as shown in e of fig. 3, the hammer 8 is used to continuously hammer downwards in the casing 6 to form a ramming hole in the carrier 1; then, as shown in f in fig. 3, the operation of hammering downward by the heavy hammer 8 is repeated, and when the ramming hole enters the depth of 2 meters in the carrier, hammering is stopped; then, as shown in g in fig. 3, a heavy hammer 8 is lifted, an anti-pulling reinforcement cage 3 consisting of a straight rod section cage body 4 and a bottom widening and encrypting expansion body 5 is sunk into a protective sleeve 6, and a stirrup body 5 at the bottom end of the anti-pulling reinforcement cage 3 completely enters a ramming hole of the carrier 1; finally, as shown in h in fig. 3, after concrete is poured into the pile casing 6, the pile casing 6 is lifted out to form the concrete pile body 2, and the construction of the uplift carrier pile is completed.
Claims (11)
1. A construction method of a uplift carrier pile comprises the following steps:
1) sinking the pile casing to a set depth in the foundation soil body;
2) filling a certain amount of cement sand mixture into the pile casing, tamping the filled cement sand mixture by utilizing the lifting motion of a heavy hammer in the pile casing, and extruding the cement sand mixture out of the bottom end of the pile casing;
3) repeatedly filling the cement sand mixture in the step 2) and using the operation of heavy hammer tamping to reinforce and compact the soil body below the pile end within a certain depth and range;
4) controlling the degree of consolidation and compaction by taking the penetration degree of three strokes or the filling amount as a standard, and forming a carrier formed by a tamped cement-sand mixture and a soil body affected by compaction at the pile end;
5) continuously hammering the protective cylinder by using a heavy hammer to form a ramming hole in the carrier; or continuously hammering by using a heavy hammer to form a tamping hole in the carrier and then pressing the protective sleeve to follow;
6) repeating the operation of the step 5), and stopping hammering when the ramming holes in the carrier reach a certain depth;
7) lifting a heavy hammer, sinking a reinforcement cage or an anchor cable into the pile casing, and enabling the bottom end of the reinforcement cage or the anchor cable to enter a ramming hole of the carrier;
8) after concrete or cement mortar is poured into the pile casing, the pile casing is lifted out to form a pile.
2. The method of claim 1, wherein the cement-sand mixture of step 2) is prepared by mixing cement and sand as main materials with an appropriate amount of water.
3. The method for constructing a uplift carrier pile according to claim 1, wherein the cement-sand mixture obtained in the step 2) may further comprise crushed stone with a small particle size and a concrete admixture.
4. The construction method of the uplift carrier pile according to claim 1, wherein the step 3) of tightly reinforcing the soil body below the pile end within a certain depth and range means that the soil body below the pile end within a depth of 3-5 m and a diameter of 2-3 m is tightly compacted, and the construction ground is ensured not to be raised and the adjacent pile carrier is not damaged.
5. The method for constructing a uplift carrier pile according to claim 1, wherein the degree of consolidation and compaction in step 4) is controlled based on a triple-penetration degree or a filler amount, wherein the triple-penetration degree is: the current sinking value of the heavy hammer after falling and tamping when the heavy hammer is not filled is the one-stroke penetration, and the three-stroke penetration is measured continuously by the same falling distance; the penetration measurement value satisfying the design value means that: the later penetration degree in the three-shot penetration degrees is less than or equal to the former penetration degree, the total value of the three-shot penetration degrees is less than a design value, and the value range of the design value is 0-50 mm; and stopping filling the cement-sand mixture when the three-strike penetration degree meets the design value, and continuing to perform the operation of filling the cement-sand mixture and tamping by using a heavy hammer until the three-strike penetration degree meets the design value when the measured value of the three-strike penetration degree does not meet the design value.
6. The method for constructing a pile with a pull-out resistant carrier according to claim 1, wherein the degree of consolidation and compaction is controlled by using the triple-hit penetration or the amount of the filler in step 4) as a standard, wherein the amount of the filler is calculated according to geological conditions and load requirements, and the cement mixture with the set amount of the filler is completely compacted.
7. The method for constructing a uplift carrier pile according to claim 1, wherein the step 5) of pressing down the pile casing after forming the ramming hole in the carrier is selected for use under conditions of abundant groundwater or soft geology.
8. The method for constructing a uplift carrier pile according to claim 1, wherein the tamping holes in the carrier in the step 6) have a depth greater than one quarter of the height of the carrier, and the height of the carrier is 3-5 m.
9. The method for constructing a uplift carrier pile according to claim 1, wherein the bottom of the reinforcement cage or anchor cable in step 7) is provided with a widening or thickening expansion body to increase the friction force.
10. The method for constructing a uplift carrier pile according to claim 1, wherein the step 8) is performed by pouring concrete or cement mortar into the casing at a pouring height of not less than 1 m.
11. The method for constructing a uplift carrier pile according to claim 1, wherein when the soil layer at the pile end is a hard soil layer such as gravel and sedimentary rock, the operations of filling in the steps 2) to 4) are not required, the soil layer at the pile end is directly hammered by a heavy hammer to form a ramming hole, then a reinforcement cage or an anchor cable is placed, and finally concrete or cement mortar is poured to form a rock-socketed pile to provide the uplift resistance of the pile.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010703981.1A CN111794216A (en) | 2020-07-21 | 2020-07-21 | Construction method of uplift carrier pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010703981.1A CN111794216A (en) | 2020-07-21 | 2020-07-21 | Construction method of uplift carrier pile |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653032A (en) * | 2021-08-27 | 2021-11-16 | 北京波森特岩土工程有限公司 | Construction method of uplift carrier pile |
| CN114991130A (en) * | 2022-06-17 | 2022-09-02 | 邵良荣 | Uplift-resistant carrier pile and construction method thereof |
| CN115030141A (en) * | 2022-07-21 | 2022-09-09 | 邵良荣 | Cast-in-place pile body carrier pile and construction method thereof |
| CN115288131A (en) * | 2022-10-08 | 2022-11-04 | 石家庄铁道大学 | Construction method of prefabricated hollow internal ramming carrier pile |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2313562B1 (en) * | 2008-07-29 | 2012-06-27 | Geopier Foundation Company, Inc. | Shielded tamper and method of use for making aggregate columns |
| CN102720187A (en) * | 2012-05-10 | 2012-10-10 | 王继忠 | Construction method for uplift pile |
| CN204370411U (en) * | 2014-11-20 | 2015-06-03 | 张红 | A kind of expanded bore pile |
| CN105821836A (en) * | 2016-02-18 | 2016-08-03 | 王继忠 | Construction method for carrier pile |
| CN106192999A (en) * | 2016-08-18 | 2016-12-07 | 王继忠 | The construction method of uplift pile |
-
2020
- 2020-07-21 CN CN202010703981.1A patent/CN111794216A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2313562B1 (en) * | 2008-07-29 | 2012-06-27 | Geopier Foundation Company, Inc. | Shielded tamper and method of use for making aggregate columns |
| CN102720187A (en) * | 2012-05-10 | 2012-10-10 | 王继忠 | Construction method for uplift pile |
| CN204370411U (en) * | 2014-11-20 | 2015-06-03 | 张红 | A kind of expanded bore pile |
| CN105821836A (en) * | 2016-02-18 | 2016-08-03 | 王继忠 | Construction method for carrier pile |
| CN106192999A (en) * | 2016-08-18 | 2016-12-07 | 王继忠 | The construction method of uplift pile |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653032A (en) * | 2021-08-27 | 2021-11-16 | 北京波森特岩土工程有限公司 | Construction method of uplift carrier pile |
| CN114991130A (en) * | 2022-06-17 | 2022-09-02 | 邵良荣 | Uplift-resistant carrier pile and construction method thereof |
| CN114991130B (en) * | 2022-06-17 | 2023-11-10 | 邵良荣 | Pulling-resistant carrier pile and construction method thereof |
| CN115030141A (en) * | 2022-07-21 | 2022-09-09 | 邵良荣 | Cast-in-place pile body carrier pile and construction method thereof |
| CN115030141B (en) * | 2022-07-21 | 2023-11-17 | 邵良荣 | Cast-in-situ pile body carrier pile and construction method thereof |
| CN115288131A (en) * | 2022-10-08 | 2022-11-04 | 石家庄铁道大学 | Construction method of prefabricated hollow internal ramming carrier pile |
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Application publication date: 20201020 |