CN112252312A - Construction method for enhancing integral stress performance of PHC pipe pile - Google Patents
Construction method for enhancing integral stress performance of PHC pipe pile Download PDFInfo
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- CN112252312A CN112252312A CN202011212629.4A CN202011212629A CN112252312A CN 112252312 A CN112252312 A CN 112252312A CN 202011212629 A CN202011212629 A CN 202011212629A CN 112252312 A CN112252312 A CN 112252312A
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- pile
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- tubular pile
- phc tubular
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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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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- 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
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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
- E02D5/58—Prestressed concrete piles
Abstract
A construction method for enhancing the integral stress performance of a PHC pipe pile mainly comprises the following construction steps: firstly, leveling a construction site, and driving or pressing a PHC tubular pile into a foundation soil layer to a preset depth by using a pile driver or a static pressure machine; aligning a drill bit of a drilling machine to the central position of the PHC tubular pile, and drilling until the drill bit exceeds the bottom end of the PHC tubular pile by a plurality of meters; lifting the drill rod to rotate and spray the slurry to the bottom end of the PHC tubular pile, and stopping spraying the slurry; fourthly, secondary guniting, namely lifting the drill rod out of the PHC pipe pile after rotating the guniting to exceed the bottom end of the PHC pipe pile by a plurality of meters; fifthly, lowering the prefabricated reinforcement cage from the center of the pipe pile to a preset position at the bottom end of the PHC pipe pile; and pouring concrete to the pile top through the PHC pipe pile core. The construction method has the advantages of simple and convenient operation, mature and safe process and good pile end soil body reinforcing effect, and can effectively improve the bearing capacity of the PHC pipe pile and reduce the settlement deformation.
Description
Technical Field
The invention relates to the field of foundation construction, in particular to a construction method for enhancing the integral stress performance of a PHC pipe pile.
Background
With the increasing development of economy, in the engineering field, more and more super high-rise buildings are pulled out, and along with the continuous increase of the height and the volume of a main structure, the requirement on the bearing capacity of a foundation base is higher and higher. The PHC pipe pile has the advantages of high strength, simplicity in construction, material saving, small deformation, stable quality and the like, and is widely applied to the field of building foundation foundations due to the good mechanical property and economic and technical indexes.
At present, the PHC tubular pile applied to the field of building pile foundations in China generally provides bearing capacity by means of friction resistance of a soil layer on the side of the pile, and the pile is difficult to realize when the tubular pile acts on a foundation rock stratum with higher bearing capacity by directly utilizing pile pressing or pile driving technology, so that the PHC tubular pile is usually constructed in the soil layer with lower bearing capacity, the end bearing capacity of the tubular pile cannot be fully utilized, and the strength of the tubular pile cannot be fully exerted. Meanwhile, due to the influence of pile group effect, the PHC tubular pile is easy to be horizontally extruded to generate pile body inclination, thereby influencing the pile forming quality.
In order to improve the overall stress performance of the PHC tubular pile against pressure and horizontal load, a method of enlarging a pile head is generally adopted to improve the vertical bearing performance, and no related technology exists for improving the horizontal bearing performance. The traditional PHC tubular pile construction method with the enlarged head adopts a water jetting construction method, and the discharged slurry pollutes the environment and brings difficulty to the pouring of concrete; or concrete is directly poured into the bottom end of the PHC tubular pile for tamping and expanding, so that the effect of forming an expanded head is influenced, and the PHC tubular pile is greatly damaged; or the bottom end of the PHC tubular pile is expanded by mechanical reaming to form an expanded head, but the efficiency is not high. All three methods for forming the enlarged head affect the forming effect of the enlarged head and further affect the exertion of the bearing capacity of the PHC tubular pile.
Therefore, it is necessary to improve the above-mentioned PHC tubular pile construction process to solve the problems of environmental pollution, unstable formation of the enlarged head, large damage to the body of the PHC tubular pile, inclination of the body, low construction efficiency, and difficulty in ensuring construction quality.
Disclosure of Invention
The invention provides a PHC tubular pile construction method, which solves the problems of environmental pollution, unstable expanded head forming, large damage to a PHC tubular pile body, inclined pile body, low construction efficiency, difficult guarantee of construction quality and the like in the prior art.
In order to achieve the purpose, the construction method for enhancing the integral stress performance of the PHC tubular pile comprises the following steps:
cleaning a construction site, and pressing a PHC pipe pile into a preset depth in a foundation soil layer by using a pile driver or a pile press;
aligning a drill bit of a drilling machine to the central position of the PHC tubular pile, positioning the drill bit, and drilling until the drill bit exceeds the bottom end of the PHC tubular pile by several meters;
lifting the drill rod to rotate and spray the slurry to the bottom end of the PHC tubular pile, stopping spraying the slurry, preventing slurry from blocking a subsequent steel reinforcement cage lowering channel due to slurry spraying in the tubular pile body, and simultaneously preventing high-pressure jet from damaging the integrity of the pile body;
step four, in order to further reinforce the pile bottom soil body of the PHC pipe pile and expand the reinforcing range of the pile bottom soil body, secondary guniting can be carried out according to the field engineering requirements and geological conditions, the guniting is rotated to exceed the bottom end of the PHC pipe pile by a plurality of meters and then lifted to the bottom end of the PHC pipe pile, the guniting is stopped, and the drill rod is lifted out of the PHC pipe pile;
step five, putting the prefabricated reinforcement cage down to a preset position at the bottom end of the PHC tubular pile through a PHC tubular pile core; and pouring concrete to the pile top through the PHC pipe pile core. The process ensures that the reinforcement cage is firstly put down and then the concrete is injected, ensures that the reinforcement cage can be smoothly inserted into the pile bottom reinforced soil body, realizes good connection with the pile bottom reinforced soil body, ensures that the PHC tubular pile and the pile bottom reinforced soil body are connected into an inverted T shape through the reinforced concrete of the pile core, and can effectively improve the capability of bearing vertical bearing capacity and horizontal side pressure; if the concrete is poured in advance, the steel reinforcement cage can block the steel reinforcement cage transfer channel, the difficulty of transferring the steel reinforcement cage to the pile bottom for reinforcing the soil body is increased, if the steel reinforcement cage cannot be well connected with the pile bottom for reinforcing the soil body, the integrity of the stress of the pile body is finally adversely affected.
According to the construction method for enhancing the integral stress performance of the PHC tubular pile, the soil body can be reinforced at the bottom end of the PHC tubular pile by adopting a high-pressure jet grouting construction process, and a pressure-bearing platform with high strength and strong pressure resistance is formed at the bottom of the PHC tubular pile; meanwhile, the PHC tubular pile and the pile bottom reinforcement soil body are connected into a whole through the reinforcement cage and the concrete, so that the horizontal load resistance of the PHC tubular pile is improved, and the problem that the tubular pile is extruded and deformed is solved.
According to the construction method for enhancing the integral stress performance of the PHC tubular pile, the effective range of the reinforced soil body is 2-3 times of the outer diameter of the PHC tubular pile; the PHC tubular pile and the pile bottom reinforced soil body are connected into an inverted T shape by the reinforcement cage and the concrete.
In addition, in the fourth step, the drill rod can be lifted up and down to re-spray the cement paste for 2-4 times according to the actual situation of the stratum.
In addition, the spray drill stops spraying when passing through the PHC tubular pile body stage, and normal construction can be guaranteed.
In addition, according to the actual situation of site construction, additives such as proper expanding agent, early strength agent and the like can be added into the prepared cement paste to improve the construction effect.
In addition, the holes of the PHC tubular pile are cleaned before concrete is poured in the holes.
In addition, the PHC tubular pile hole needs to be filled with fine aggregate concrete, so that the reinforcement cage and the PHC tubular pile form a whole.
Compared with the prior art, the construction method is simple and convenient to operate, high in construction efficiency, safe, small in damage to the PHC tubular pile, capable of effectively improving the vertical bearing capacity and the horizontal load resistance of the PHC tubular pile, and capable of effectively reducing settlement and horizontal deformation, and is a foundation reinforcing method with good economic benefits.
Drawings
Fig. 1 is a schematic view showing a structure of a PHC pile foundation according to the present invention.
Fig. 2 is a flow chart showing the construction method for enhancing the integral stress performance of the PHC pile according to the present invention.
Description of the reference numerals
1. PHC tubular pile;
2. a drill stem;
3. a rotary jet drill bit;
4. reinforcing the soil body;
5. a reinforcement cage;
6. and (5) fine aggregate concrete.
Detailed Description
The above features and technical advantages of the present invention will become more apparent and readily appreciated from the following description of the embodiments thereof taken in conjunction with the accompanying drawings.
The drawings and description are to be regarded as illustrative in nature, and not as restrictive of the scope of the claims. In addition, in the present specification, the same reference numerals denote the same parts.
As shown in fig. 1, the structure of the novel PHC pile foundation comprises: PHC tubular pile 1, drilling rod 2, jet grouting drill 3, reinforced soil 4 and steel reinforcement cage 5.
As shown in fig. 2, the construction method for enhancing the integral stress performance of the PHC tubular pile comprises the following steps:
step one, selecting a needed PHC tubular pile 1 according to foundation load and soil conditions, and designing the size of a rotary spraying drill bit according to the inner diameter size of the PHC tubular pile 1. Then, the construction site is arranged, the center point of the pile sinking is set, and the PHC tubular pile 1 is hoisted to the position to be formed by the pile by using suspension equipment. A pile driver or a pile pressing machine is placed at the upper end of the PHC pile 1, and the PHC pile 1 is sunk into the soil layer.
And step two, aligning a rotary jet drill bit 3 of a drilling machine to the central position of the PHC tubular pile 1 through equipment, positioning the rotary jet drill bit 3, starting the drilling machine, drilling the rotary jet drill bit 3 in the tubular pile hole, adjusting the length of a drill rod 2 according to the depth of the tubular pile 1 to construct, performing drilling until the drilling exceeds the bottom end of the PHC tubular pile 1 by a plurality of meters, and stopping the drilling machine.
And step three, opening a high-pressure pump connected with the drill rod 2 to inject the prepared cement paste into the drill rod 2, and simultaneously lifting the drill rod to perform rotary spraying construction, wherein the lifting or descending speed of the drill rod 2 is controlled in the rotary spraying construction, so that enough cement paste is ensured to be injected into a soil body.
And fourthly, implementing cement paste re-spraying construction, wherein the grouting pressure and the lifting or descending speed of the drill rod 2 are ensured in the process, and the cement paste can be re-sprayed for 2-4 times according to the actual condition of the field soil layer so as to ensure that a good reinforced soil body 4 is formed.
And step five, after soil body reinforcement of the pile bottom of the PHC tubular pile 1 is completed, immediately pressing the prefabricated reinforcement cage 5 into the pile bottom for a plurality of meters through an inner hole of the tubular pile, pouring fine stone concrete 6 into the pile top, and integrating the tubular pile 1 and the reinforced soil body 4 to form an inverted T shape so as to realize common load bearing.
It should be noted that the construction method provided by the invention is suitable for weak strata or silt strata with low bearing capacity, and the reinforced soil body 4 and the PHC tubular pile 1 are combined into a whole to bear the force together, so that the vertical and horizontal bearing capacity of the PHC tubular pile 1 is enhanced. The construction method can be widely popularized in foundation engineering.
In light of the above teachings, those skilled in the art can readily devise many modifications of the present invention without departing from the spirit and scope of the invention as defined by the following claims and their equivalents.
Claims (8)
1. A construction method for enhancing the integral stress performance of a PHC pipe pile is characterized by comprising the following steps:
cleaning a construction site, and pressing a PHC pipe pile into a preset depth in a foundation soil layer by using a pile driver or a pile press;
aligning a drill bit of a drilling machine to the central position of the PHC tubular pile, positioning the drill bit, and drilling until the drill bit exceeds the bottom end of the PHC tubular pile by several meters;
lifting the drill rod, rotatably spraying cement slurry to the bottom end of the PHC tubular pile, and stopping spraying the cement slurry;
fourthly, secondary guniting, namely lifting the drill rod to the bottom end of the PHC tubular pile after rotating the guniting to exceed the bottom end of the PHC tubular pile by a plurality of meters, stopping the guniting, and lifting the drill rod out of the PHC tubular pile;
step five, putting the prefabricated reinforcement cage down to a preset position at the bottom end of the PHC tubular pile through a PHC tubular pile core; and pouring concrete to the pile top through the PHC pipe pile core.
2. The construction method for enhancing the integral stress performance of the PHC tubular pile as claimed in claim 1, wherein:
adopting a high-pressure jet grouting construction process to reinforce a soil body at the bottom end of the PHC pipe pile, and forming a pressure-bearing platform with high strength and strong pressure-resisting capability at the bottom of the PHC pipe pile; meanwhile, the PHC tubular pile and the pile bottom reinforcement soil body are connected into a whole through the reinforcement cage and the concrete, so that the horizontal load resistance of the PHC tubular pile is improved, and the problem that the tubular pile is extruded and deformed is solved.
3. The construction method for enhancing the integral stress performance of the PHC tubular pile as claimed in claim 2, wherein:
the effective range of the reinforced soil body is 2-3 times of the outer diameter of the PHC tubular pile;
the PHC tubular pile and the pile bottom reinforced soil body are connected into an inverted T shape by the reinforcement cage and the concrete.
4. The construction method for enhancing the overall stress performance of the PHC tubular pile as claimed in any one of claims 1 to 3, wherein:
and in the fourth step, lifting the drill rod up and down for re-spraying cement slurry for 2-4 times according to the actual situation of the stratum.
5. The construction method for enhancing the overall stress performance of the PHC tubular pile as claimed in any one of claims 1 to 3, wherein:
and stopping spraying when the jet drill passes through the PHC tubular pile body stage, so that normal construction can be ensured.
6. The construction method for enhancing the overall stress performance of the PHC tubular pile as claimed in any one of claims 1 to 3, wherein:
according to the actual situation of field construction, proper expanding agent and early strength additive are added into the prepared cement paste to improve the construction effect.
7. The construction method for enhancing the overall stress performance of the PHC tubular pile as claimed in any one of claims 1 to 3, wherein:
the PHC tubular pile hole is cleaned before concrete is poured.
8. The construction method for enhancing the overall stress performance of the PHC tubular pile as claimed in any one of claims 1 to 3, wherein:
the pile hole of the PHC tubular pile needs to be filled with fine stone concrete, so that the reinforcement cage and the PHC tubular pile form a whole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011212629.4A CN112252312B (en) | 2020-11-03 | 2020-11-03 | Construction method for enhancing integral stress performance of PHC pipe pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011212629.4A CN112252312B (en) | 2020-11-03 | 2020-11-03 | Construction method for enhancing integral stress performance of PHC pipe pile |
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| Publication Number | Publication Date |
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| CN112252312A true CN112252312A (en) | 2021-01-22 |
| CN112252312B CN112252312B (en) | 2022-07-08 |
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| CN202011212629.4A Active CN112252312B (en) | 2020-11-03 | 2020-11-03 | Construction method for enhancing integral stress performance of PHC pipe pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115288124A (en) * | 2022-07-22 | 2022-11-04 | 广州环投南沙环保能源有限公司 | Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101314945A (en) * | 2008-07-02 | 2008-12-03 | 江伟 | High-pressure rotary-spray enlarged head pre-stress pipe pile and combination method thereof |
| CN101761074A (en) * | 2008-10-10 | 2010-06-30 | 上海强劲基础工程有限公司 | Method for improving bearing capacity and tensile capacity of tubular pile end |
| WO2015129060A1 (en) * | 2014-02-25 | 2015-09-03 | ジャパンパイル株式会社 | Foundation pile construction method, program, memory medium, pile foundation, and foundation pile construction system |
| CN208009506U (en) * | 2018-03-16 | 2018-10-26 | 龙元建设集团股份有限公司 | Static pressed pile pile defect reinforcement and strengthening constructs |
| CN109537583A (en) * | 2018-11-26 | 2019-03-29 | 福建建中建设科技股份有限公司 | A kind of slip casting plant pile construction method of PHC tubular pole |
| 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 |
| CN111622217A (en) * | 2020-05-08 | 2020-09-04 | 浙江大学 | Grouting precast tubular pile after rotary spraying construction and construction process thereof |
-
2020
- 2020-11-03 CN CN202011212629.4A patent/CN112252312B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101314945A (en) * | 2008-07-02 | 2008-12-03 | 江伟 | High-pressure rotary-spray enlarged head pre-stress pipe pile and combination method thereof |
| CN101761074A (en) * | 2008-10-10 | 2010-06-30 | 上海强劲基础工程有限公司 | Method for improving bearing capacity and tensile capacity of tubular pile end |
| WO2015129060A1 (en) * | 2014-02-25 | 2015-09-03 | ジャパンパイル株式会社 | Foundation pile construction method, program, memory medium, pile foundation, and foundation pile construction system |
| CN208009506U (en) * | 2018-03-16 | 2018-10-26 | 龙元建设集团股份有限公司 | Static pressed pile pile defect reinforcement and strengthening constructs |
| CN109537583A (en) * | 2018-11-26 | 2019-03-29 | 福建建中建设科技股份有限公司 | A kind of slip casting plant pile construction method of PHC tubular pole |
| 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 |
| CN111622217A (en) * | 2020-05-08 | 2020-09-04 | 浙江大学 | Grouting precast tubular pile after rotary spraying construction and construction process thereof |
Non-Patent Citations (1)
| Title |
|---|
| 刘永松等: "预应力高强混凝土(PHC)管桩基础在高速公路中的应用 ", 《工程与建设》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115288124A (en) * | 2022-07-22 | 2022-11-04 | 广州环投南沙环保能源有限公司 | Tubular pile structure used in upper-soft lower-hard stratum and reinforcing method |
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| CN112252312B (en) | 2022-07-08 |
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