CN104141302A - Method for improving bearing capacity of cast-in-place pile and cast-in-place pile reinforcing structure - Google Patents
Method for improving bearing capacity of cast-in-place pile and cast-in-place pile reinforcing structure Download PDFInfo
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- CN104141302A CN104141302A CN201310540280.0A CN201310540280A CN104141302A CN 104141302 A CN104141302 A CN 104141302A CN 201310540280 A CN201310540280 A CN 201310540280A CN 104141302 A CN104141302 A CN 104141302A
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- steel pipe
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- bearing capacity
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Abstract
The invention discloses a method for improving the bearing capacity of a cast-in-place pile and a cast-in-place pile reinforcing structure. According to the method, a group of axial reinforcing holes are drilled in an existing cast-in-place pile, the reinforcing holes are drilled in a bearing stratum for 1 m, then a group of steel tubes are placed in the reinforcing holes, bottoms of the steel tubes are closed, a group of grouting holes with diameters of 10 mm are formed oppositely within a length range of 5 m from tube bottoms at intervals of 500 mm, and second grouting is performed on the bottom of the cast-in-place through the steel tubes, so that the bearing capacity of the cast-in-place pile is improved. Compared with the prior art, the method has the advantages of rapidness in construction and convenience in installation, in addition, the bearing capacity of the pile can be effectively improved, the construction period can be shortened effectively, and the construction cost can be reduced effectively.
Description
Technical field
the present invention relates to a kind of method and castinplace pile that improves pouring pile bearing capacity and strengthen structure, belong to castinplace pile and strengthen technical field.
Background technology
in order more to make full use of the rare land resources in city, former design building need to carry out storey-adding reconstruction, or because using Functional change need to increase load, this bears the load of agent structure with regard to causing the pouring pile bearing capacity of having constructed to be not enough to, need to take strengthening measure.The stake that unit in charge of construction adopts at present adds strong method and mostly is Pressure Revolving Blast-Grout, and the method slurries can only be fixed in the limit range of spraying the destruction soil body, and range of scatter is less.Slurries are subject to the restriction of jet flow, and water/binder ratio is larger, are subject to influence on groundwater large, and to ovum gravel ground and to contain a large amount of cellulosic humus soil slip casting effects poor, rework rate is high; Another adds a reinforcement, although effect is better, cost is high, and the duration is delayed extremely long, and easily old stake is exerted an influence.
Summary of the invention
the object of the invention is to, provide the method for the raising pouring pile bearing capacity that a kind of cost is lower, construction is quick, effect is good and castinplace pile to strengthen structure, in the situation that ensureing strength of wall body, to overcome the deficiencies in the prior art.
technical scheme of the present invention:
a kind of method that improves pouring pile bearing capacity of the present invention is, the method is on existing castinplace pile, to bore one group of axial reinforced hole, reinforced hole pierces bearing stratum 1m, then one group of steel pipe is put into reinforced hole, steel pipe bottom lock, and split at interval 500mm in the pipe end 5m length range mud jacking hole that one group of diameter is 10mm, by steel pipe, back-grouting is carried out in castinplace pile bottom, to improve pouring pile bearing capacity.
in the method for aforementioned raising pouring pile bearing capacity, described reinforced hole comprises centre bore, interior annular distance and outer annular distance; Interior annular distance is distributed on 1/3 of castinplace pile diameter to be justified above, and outer annular distance is distributed on 2/3 circle of castinplace pile diameter.
in the method for aforementioned raising pouring pile bearing capacity, before described steel pipe is put into reinforced hole, adopt cement paste high-pressure rotary-spray mode to carry out hole clearly to reinforced hole.
in the method for aforementioned raising pouring pile bearing capacity, described steel pipe adopts more piece welded pipe, and steel pipe top is welded with suspension ring.
in the method for aforementioned raising pouring pile bearing capacity, described mud jacking hole is to perforate, and staggered 90 degree in adjacent mud jacking hole arrange.
the of the present invention a kind of castinplace pile building according to said method is strengthened structure, and this structure comprises the existing castinplace pile of having built, and castinplace pile bottom is bearing stratum; On described existing castinplace pile, be evenly equipped with one group of reinforced hole; In reinforced hole, be provided with steel pipe, steel pipe stretches into bearing stratum 1000mm; Steel pipe bottom lock, is provided with one group apart from the interior interval 500mm of pipe end 5000mm length range and splits mud jacking hole; In steel pipe and in steel pipe bearing stratum around, be perfused with back-grouting body.
aforementioned castinplace pile is strengthened in structure, and described reinforced hole comprises centre bore, interior annular distance and outer annular distance; Interior annular distance is distributed on 1/3 of castinplace pile diameter to be justified above, and outer annular distance is distributed on 2/3 circle of castinplace pile diameter.
aforementioned castinplace pile is strengthened in structure, and described steel pipe is more piece welded pipe, and steel pipe top is welded with suspension ring.
aforementioned castinplace pile is strengthened in structure, and described mud jacking hole is to perforate, and staggered 90 degree in adjacent mud jacking hole arrange.
compared with prior art, the present invention passes through preboring reinforced hole on castinplace pile in advance, and the steel pipe of Site Welding hole depth length.In the time strengthening construction, first prebored hole is used to the clear hole of cement paste high-pressure rotary-spray, then steel pipe is sling by pillar crane, and allocate and transport joint wire rope by adjusting, can easily steel pipe be placed in prebored hole, finally in steel pipe hole, carry out back-grouting and can complete whole reinforcement work.Therefore, the present invention compared with prior art, not only has advantages of that quick construction is rapid, easy for installation, and can effectively improve pile capacity, and can effectively save duration, reduction construction cost.
Brief description of the drawings
fig. 1 is structural representation of the present invention.
being labeled as in accompanying drawing: 1-castinplace pile, 2-bearing stratum, 3-reinforced hole, 4-steel pipe, 5-mud jacking hole, 6-suspension ring.
Detailed description of the invention
below in conjunction with accompanying drawing, the present invention is described in further detail, but not as any limitation of the invention.
a kind of method that improves pouring pile bearing capacity, as shown in Figure 1, the method is on existing castinplace pile, to bore one group of axial reinforced hole, reinforced hole pierces bearing stratum 1m, then one group of steel pipe is put into reinforced hole, steel pipe bottom lock, and split at interval 500mm in the pipe end 5m length range mud jacking hole that one group of diameter is 10mm, by steel pipe, back-grouting is carried out in castinplace pile bottom, to improve pouring pile bearing capacity.Described reinforced hole comprises centre bore, interior annular distance and outer annular distance; Interior annular distance is distributed on 1/3 of castinplace pile diameter to be justified above, and outer annular distance is distributed on 2/3 circle of castinplace pile diameter.Before described steel pipe is put into reinforced hole, adopt cement paste high-pressure rotary-spray mode to carry out hole clearly to reinforced hole.Described steel pipe adopts more piece welded pipe, and steel pipe top is welded with suspension ring.Described mud jacking hole is to perforate, and staggered 90 degree in adjacent mud jacking hole arrange.
the castinplace pile forming according to preceding method is strengthened structure, as shown in Figure 1.Comprise the existing castinplace pile 1 of having built, castinplace pile 1 bottom is bearing stratum 2; It is characterized in that: on described existing castinplace pile 1, be evenly equipped with one group of reinforced hole 3; In reinforced hole 3, be provided with steel pipe 4, steel pipe 4 stretches into bearing stratum 1000mm; Steel pipe 4 bottom locks, are provided with one group apart from the interior interval 500mm of pipe end 5000mm length range and split mud jacking hole 5; In steel pipe 4 and in steel pipe 4 bearing stratum 2 around, be perfused with back-grouting body.Described reinforced hole 3 comprises centre bore, interior annular distance and outer annular distance; Interior annular distance is distributed on 1/3 of castinplace pile diameter to be justified above, and outer annular distance is distributed on 2/3 circle of castinplace pile diameter.Described steel pipe 4 is more piece welded pipe, and steel pipe 4 tops are welded with suspension ring 6.Described mud jacking hole 5 is to perforate, and staggered 90 degree in adjacent mud jacking hole 5 arrange.
Embodiment
when Specific construction, as shown in Figure 1, first pre-drill diameter 101mm reinforced hole 3 on the castinplace pile 1 of having constructed, reinforced hole 3 should pierce bearing stratum 1m.Then at the scene diameter 80mm, wall thickness 8mm steel pipe 4 are welded into long tube, long tube is according to the Depth determination of castinplace pile 1, is greater than at least 2 meters of the degree of depth of castinplace pile 1.Steel pipe 5 bottom locks, and split D10 mud jacking hole 5 at interval 500mm in pipe end 5m length range, adjacent staggered 90 degree arrange.In order to lift conveniently, can be at steel pipe 5 welded top suspension ring 6.
after reinforced hole 3 has bored, with cement paste, with the clear hole of 25MPa slip casing by pressure, rotary jetting apparatus spray boom hunting range is upper and lower 2 meters of segregation section, and hoisting velocity is controlled within the scope of 8～10mm/min.Then with pillar crane, the long steel pipe having welded is hung in reinforced hole 3.After lifting steel pipes completes, then carry out back-grouting from steel pipe aperture to castinplace pile 1 bottom, the slurries of back-grouting are the mixture that water glass adds superfine cement, reinforced hole 3 are poured into full, and grouting body intensity is greater than 50MPa.Each reinforced hole 3 all adopts above-mentioned steps to carry out back-grouting.After the slurries of back-grouting solidify, castinplace pile 1 plane steel pipe is exposed in excision, completes reinforcement work.
when concrete enforcement, reply steel pipe and grouting agent intensity, detect, steel pipe built-in length and the embedding rock degree of depth record and check and accept.And submit to designing institute to carry out checking of bearing capacity record and acceptance report, check as consolidation effect.
Claims (9)
1. one kind is improved the method for pouring pile bearing capacity, it is characterized in that: the method is on existing castinplace pile, to bore one group of axial reinforced hole, reinforced hole pierces bearing stratum 1m, then one group of steel pipe is put into reinforced hole, steel pipe bottom lock, and split at interval 500mm in the pipe end 5m length range mud jacking hole that one group of diameter is 10mm, by steel pipe, back-grouting is carried out in castinplace pile bottom, to improve pouring pile bearing capacity.
2. the method that improves according to claim 1 pouring pile bearing capacity, is characterized in that: described reinforced hole comprises centre bore, interior annular distance and outer annular distance; Interior annular distance is distributed on 1/3 of castinplace pile diameter to be justified above, and outer annular distance is distributed on 2/3 circle of castinplace pile diameter.
3. the method that improves according to claim 2 pouring pile bearing capacity, is characterized in that: before described steel pipe is put into reinforced hole, adopt cement paste high-pressure rotary-spray mode to carry out hole clearly to reinforced hole.
4. the method that improves according to claim 3 pouring pile bearing capacity, is characterized in that: described steel pipe adopts more piece welded pipe, and steel pipe top is welded with suspension ring.
5. the method that improves according to claim 4 pouring pile bearing capacity, is characterized in that: described mud jacking hole is to perforate, and staggered 90 degree in adjacent mud jacking hole arrange.
6. the castinplace pile forming according to method described in claim 1-5 is strengthened a structure, comprises the castinplace pile of having built, and castinplace pile (1) bottom is bearing stratum (2); It is characterized in that: on described castinplace pile (1), be evenly equipped with one group of reinforced hole (3); In reinforced hole (3), be provided with steel pipe (4), steel pipe (4) stretches into bearing stratum 1000mm; Steel pipe (4) bottom lock, is provided with one group apart from the interior interval 500mm of pipe end 5000mm length range and splits mud jacking hole (5); In steel pipe (4) and in steel pipe (4) bearing stratum (2) around, be perfused with back-grouting body.
7. castinplace pile is strengthened structure according to claim 6, it is characterized in that: described reinforced hole (3) comprises centre bore interior annular distance and outer annular distance; Interior annular distance is distributed on 1/3 of castinplace pile diameter to be justified above, and outer annular distance is distributed on 2/3 circle of castinplace pile diameter.
8. castinplace pile is strengthened structure according to claim 7, it is characterized in that: described steel pipe (4) is more piece welded pipe, and steel pipe (4) top is welded with suspension ring (6).
9. castinplace pile is strengthened structure according to claim 8, it is characterized in that: described mud jacking hole (5) is to perforate, and staggered 90 degree in adjacent mud jacking hole (5) arrange.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310540280.0A CN104141302A (en) | 2013-11-05 | 2013-11-05 | Method for improving bearing capacity of cast-in-place pile and cast-in-place pile reinforcing structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310540280.0A CN104141302A (en) | 2013-11-05 | 2013-11-05 | Method for improving bearing capacity of cast-in-place pile and cast-in-place pile reinforcing structure |
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| CN104141302A true CN104141302A (en) | 2014-11-12 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06128950A (en) * | 1992-10-14 | 1994-05-10 | Taisei Corp | Cast-in-place support pile construction method |
| CN101260668A (en) * | 2008-04-02 | 2008-09-10 | 王力纬 | Concrete and induration formed composite type pile and its manufacture method |
| CN201137064Y (en) * | 2007-11-09 | 2008-10-22 | 王国奋 | Impact force resistant architecture basic filling pile |
| 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 |
| CN103132509A (en) * | 2013-03-01 | 2013-06-05 | 中天建设集团有限公司 | Bored pile construction process |
-
2013
- 2013-11-05 CN CN201310540280.0A patent/CN104141302A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06128950A (en) * | 1992-10-14 | 1994-05-10 | Taisei Corp | Cast-in-place support pile construction method |
| CN201137064Y (en) * | 2007-11-09 | 2008-10-22 | 王国奋 | Impact force resistant architecture basic filling pile |
| CN101260668A (en) * | 2008-04-02 | 2008-09-10 | 王力纬 | Concrete and induration formed composite type pile and its manufacture method |
| 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 |
| CN103132509A (en) * | 2013-03-01 | 2013-06-05 | 中天建设集团有限公司 | Bored pile construction process |
Non-Patent Citations (1)
| Title |
|---|
| 郑楷: "北京市某超高层建筑基础灌注桩后压浆技术的研究与应用", 《中国博士学位论文全文数据库工程科技Ⅱ辑》 * |
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Application publication date: 20141112 |
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