CN102493445A - Treatment method for deep-layer broken pile of prestressed pipe pile - Google Patents
Treatment method for deep-layer broken pile of prestressed pipe pile Download PDFInfo
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- CN102493445A CN102493445A CN2011104158294A CN201110415829A CN102493445A CN 102493445 A CN102493445 A CN 102493445A CN 2011104158294 A CN2011104158294 A CN 2011104158294A CN 201110415829 A CN201110415829 A CN 201110415829A CN 102493445 A CN102493445 A CN 102493445A
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Abstract
The invention relates to a building construction technology, in particular to a treatment method for a deep-layer broken pile of a prestressed pipe pile, and belongs to the technical field of building construction. According to the method, a steel dowel is inserted into an inner hole of the pipe pile, and concrete is poured; the steel dowel is a continuous reinforcing steel bar which is made of four secondary reinforcing steel bars of which the diameter is 12 millimeters, and is welded on an iron plate of which the thickness is 3 millimeters, and the diameter is 250 millimeters; a stirrup is bond on a main reinforcement at each interval of 300 millimeters to enhance the whole rigidity of the reinforcing steel bars; superfine grouting materials are poured into drilled holes around the deep-layer broken pipe of the pipe pile; and underground barriers and the pipe pile are integrally connected to bear load together, and the bearing capacity of a pile foundation is enhanced.
Description
Technical field
The present invention relates to a kind of building construction technology, be specifically related to a kind of processing method of pile for prestressed pipe deep layer broken pile, belong to technical field of building construction.
Background technology
In the pile foundation construction process of building operations building site; Often run into the caused fracture accident of underground obstacle; It is the deep layer broken pile of so-called pile for prestressed pipe; Get a probing point because geological prospecting is every separated 20-30 rice, in the geological prospecting report, just do not indicate at the underground obstacles such as boulder in the middle of this.After fracture accident took place, geological prospecting department must verify the position, size, character, proterties of underground obstacle etc. again, submitted to and replenished the geological prospecting report, the foundation of handling as broken pile.Must handle immediately in case broken pile takes place, and must guarantee that bearing capacity reaches designing requirement, otherwise building just there is the danger of toppling.The ring-shaped hollow rod-like structure that pile for prestressed pipe is made up of prestressed reinforcement and C70 concrete mostly, outer dia are generally 300 millimeters to 600 millimeters, and wall thickness is 50 millimeters to 100 millimeters mostly.It is strong that pile for prestressed pipe bears vertical load pressure, bear the horizontal loading ability relatively a little less than.In the piling process, fracture accident then might take place in the underground obstacle of not verifying when the stake end runs into geological prospecting sometimes.This type broken pile generally all occurs near the underground obstacle, so be called the deep layer broken pile.The pile for prestressed pipe broken pile that adopts is now handled pretty troublesome, and following several kinds of processing methods are generally arranged: 1, add stake and handle, behind the broken pile broken pile is passed into disuse, increase by three piles in addition, remodify pile cap.2, add two piles in the both sides of stake and on three piles, add beam to share the bearing capacity of broken pile.Above broken pile processing method is all wanted the pile driving equipment secondary to march into the arena and is mended pile driving construction, and the processing of every broken pile spends several ten thousand yuan at least, spends the handling of hundreds of thousands unit at most, needs human and material resources, the financial resources of labor.
Summary of the invention
The objective of the invention is for overcoming the weak point of above-mentioned prior art; A kind of processing method of pile for prestressed pipe deep layer broken pile is provided; This method is through inserting joint bar and concreting at the pile tube endoporus, and ultra-fine grouting material is injected in boring around pile tube deep layer broken pile, and underground obstacle and pile tube are connected into integral body; Common bearing load, the supporting capacity of enhancing pile foundation.
The present invention realizes with following technical scheme: a kind of processing method of pile for prestressed pipe deep layer broken pile; It is characterized in that: this method is through inserting joint bar and concreting at the pile tube endoporus; Ultra-fine grouting material is injected in boring around pile tube deep layer broken pile, specifically comprises the steps:
(1) holes downwards along the pile for prestressed pipe endoporus; After verifying the character, scope of underground obstacle, hole downwards along the pile for prestressed pipe endoporus, bore diameter equals the pile for prestressed pipe internal diameter again, and drilling depth is not less than 500 millimeters for going deep into underground obstacle inside;
(2) insert joint bar and concreting at the pile tube endoporus; With inserting joint bar in the hole of post, joint bar is processed elongated reinforcing bar for two grade reinforcing steels that adopt 12 millimeters of 4 diameters, is welded on 3 millimeters thick; On the diameter iron plate consistent with the diameter of boring; Be the integral rigidity of reinforcing steel bar, every at a distance from one stirrup of 300 millimeters colligations on main muscle, when iron plate is deep at the bottom of the underground obstacle hole; The stake top should be stretched out and is not less than 420 millimeters joint bar, is deep in the pile foundation support table;
(3) to pouring into the compensation non-shrinkage concrete in the pile for prestressed pipe hole; Concrete strength grade is not less than the concrete strength grade of cushion cap;
(4) around pile tube deep layer broken pile, bore some injected holes, inject ultra-fine grouting material; Grout material adopts superfine cement grouting material, outward appearance: the grey powder, and proportion: 3.0 ± 0.20, unit weight (apparent density kg/L): 0.7 ± 0.20, nonpoisonous and tasteless, fineness. specific area (cm
2/ g):>=8500; Range of grouting comprises in the outer 5 meters scopes of pile tube, the slip casting altitude range from stake hold following 500 millimeters to the scope of broken pile position end face 500-1000 millimeter.
Advantage of the present invention is: this method is holed around pile tube deep layer broken pile and is injected ultra-fine grouting material through at pile tube endoporus insertion joint bar and concreting, and underground obstacle and pile tube are connected into integral body, common bearing load, the supporting capacity of enhancing pile foundation.
The specific embodiment
Embodiment,
Certain engineering construction zone is positioned at the hill slope place, because bearing capacity of foundation soil is inhomogeneous, building adopts the prestressed pipe pile foundation, adopts pressing pile construction.In the pile foundation construction process, have a pile that resistance takes place earlier and increase, then find prominent heavy phenomenon, so stop operation, through the prospecting of geological prospecting unit, the stake position is on the about 15 meters boulder of diameter.After proposing processing scheme, approve jointly, implement through designing institute, Construction Party, management side, construction contractor.
(1) hole downwards along the pile for prestressed pipe endoporus, 250 millimeters of bore diameters, not going down not reaching the about 2 meters ground drill with ferrule in boulder position in the back of spudding in, thinks that possible pile tube fractures at this.More exchange device carries out mud jacking with pile tube fragmentation here, bores under 12 hours continued, until the inner about 500 millimeters places of boulder;
(2) insert joint bar and concreting at the pile tube endoporus; With inserting joint bar in the hole of post; Joint bar adopts two grade reinforcing steels of 12 millimeters of 4 diameters to process elongated reinforcing bar, is welded on 3 millimeters thick, on the iron plate that diameter is 250 millimeters; Be the integral rigidity of reinforcing steel bar, every at a distance from one stirrup of 300 millimeters colligations on main muscle; When iron plate was deep at the bottom of the underground obstacle hole, the stake top should be stretched out and is not less than 420 millimeters joint bar, is deep in the pile foundation support table;
(3) to pouring into C30 compensation non-shrinkage concrete in the pile for prestressed pipe hole, on obstruction, carry out slip casting around the pile tube; The concrete while of construction reinforced bar in pore, around pile tube, evenly choose at 6 as injected hole, every according to 2.5 meters of pile tubes; Be deep into boulder surface beginning slip casting, each injected hole from bottom to top once grouting to 2,5 meters more than the boulder; Make a Zhou Tuyu boulder be coupled to integral body, make the pile foundation load reliable;
(4) grout material adopts superfine cement grouting material, outward appearance: the grey powder, and proportion: 3.0 ± 0.20, unit weight (apparent density kg/L): 0.7 ± 0.20, nonpoisonous and tasteless, fineness. specific area (cm
2/ g):>=8500; Range of grouting comprises in the outer 5 meters scopes of pile tube, the slip casting altitude range from stake hold following 500 millimeters to the scope of broken pile position end face 500-1000 millimeter.
Pile foundation after above-mentioned processing, bearing capacity and integrality have all reached designing requirement.
Claims (1)
1. the processing method of a pile for prestressed pipe deep layer broken pile is characterized in that: this method is through inserting joint bar and concreting at the pile tube endoporus, and ultra-fine grouting material is injected in boring around pile tube deep layer broken pile, specifically comprises the steps:
(1) holes downwards along the pile for prestressed pipe endoporus; After verifying the character, scope of underground obstacle, hole downwards along the pile for prestressed pipe endoporus, bore diameter equals the pile for prestressed pipe internal diameter again, and drilling depth is not less than 500 millimeters for going deep into underground obstacle inside;
(2) insert joint bar and concreting at the pile tube endoporus; With inserting joint bar in the hole of post, joint bar is processed elongated reinforcing bar for two grade reinforcing steels that adopt 12 millimeters of 4 diameters, is welded on 3 millimeters thick; On the diameter iron plate consistent with the diameter of boring; Be the integral rigidity of reinforcing steel bar, every at a distance from one stirrup of 300 millimeters colligations on main muscle, when iron plate is deep at the bottom of the underground obstacle hole; The stake top should be stretched out and is not less than 420 millimeters joint bar, is deep in the pile foundation support table;
(3) to pouring into the compensation non-shrinkage concrete in the pile for prestressed pipe hole; Concrete strength grade is not less than the concrete strength grade of cushion cap;
(4) around pile tube deep layer broken pile, bore some injected holes, inject ultra-fine grouting material; Grout material adopts superfine cement grouting material, outward appearance: the grey powder, and proportion: 3.0 ± 0.20, unit weight (apparent density kg/L): 0.7 ± 0.20, nonpoisonous and tasteless, fineness. specific area (cm
2/ g):>=8500; Range of grouting comprises in the outer 5 meters scopes of pile tube, the slip casting altitude range from stake hold following 500 millimeters to the scope of broken pile position end face 500-1000 millimeter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011104158294A CN102493445A (en) | 2011-12-06 | 2011-12-06 | Treatment method for deep-layer broken pile of prestressed pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011104158294A CN102493445A (en) | 2011-12-06 | 2011-12-06 | Treatment method for deep-layer broken pile of prestressed pipe pile |
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| CN102493445A true CN102493445A (en) | 2012-06-13 |
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| CN2011104158294A Pending CN102493445A (en) | 2011-12-06 | 2011-12-06 | Treatment method for deep-layer broken pile of prestressed pipe pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106351218A (en) * | 2016-08-31 | 2017-01-25 | 南京工业大学 | Broken pile remedying method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200205765Y1 (en) * | 2000-07-05 | 2000-12-01 | 주식회사정도엔지니어링 | Reinforcing structure of foundation for pier |
| CN101413265A (en) * | 2008-10-07 | 2009-04-22 | 天津二十冶建设有限公司 | Defect reinforcing and processing construction method of drill filling pile |
-
2011
- 2011-12-06 CN CN2011104158294A patent/CN102493445A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200205765Y1 (en) * | 2000-07-05 | 2000-12-01 | 주식회사정도엔지니어링 | Reinforcing structure of foundation for pier |
| CN101413265A (en) * | 2008-10-07 | 2009-04-22 | 天津二十冶建设有限公司 | Defect reinforcing and processing construction method of drill filling pile |
Non-Patent Citations (4)
| Title |
|---|
| 《城市道桥与防洪》 20110630 郑利松 桩端存在"孤石"的桩基的优化设计 第173页第2节至第174页第3节 1 , 第6期 * |
| 冒海智: "静压管桩在工程中的应用", 《土工基础》, vol. 21, no. 02, 30 April 2007 (2007-04-30), pages 33 - 1 * |
| 郑利松: "桩端存在"孤石"的桩基的优化设计", 《城市道桥与防洪》, no. 6, 30 June 2011 (2011-06-30) * |
| 黄雄平: "压力注浆处理孤石夹层上PHC管桩基础", 《山西建筑》, vol. 32, no. 15, 31 August 2006 (2006-08-31), pages 84 - 6 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106351218A (en) * | 2016-08-31 | 2017-01-25 | 南京工业大学 | Broken pile remedying method |
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Application publication date: 20120613 |