CN105401571A - Precast post-grouting special-shaped root pile and construction method thereof - Google Patents
Precast post-grouting special-shaped root pile and construction method thereof Download PDFInfo
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- CN105401571A CN105401571A CN201510961230.9A CN201510961230A CN105401571A CN 105401571 A CN105401571 A CN 105401571A CN 201510961230 A CN201510961230 A CN 201510961230A CN 105401571 A CN105401571 A CN 105401571A
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- pile
- stake
- grouting
- special
- steel pipe
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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
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes 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
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/165—Shapes polygonal
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a precast post-grouting special-shaped root pile and a construction method thereof. The root pile comprises a concrete pile body, wherein the cross section of the concrete pile body is a special section, and steel tubes are arranged at the center of the concrete pile body; the length of the steel tubes is equal to that of the pile body, and steel bars are arranged around the steel tubes; the steel bars are fixed to the concrete pile body, and the steel bars and the steel tubes form a 3*3 symmetric arrangement together. The root pile adopts the special section, so that the contact area with soil can be increased, and the lateral frictional resistance of the root pile is increased. The steel tubes are arranged at the center of the concrete pile body, and grout is injected to the soil through the steel tubes, so that the soil around the pile end can be consolidated, and the bearing capacity of the pile end is increased to a great extent. The steel bars are arranged in the concrete pile body, so that the strength of the root pile is improved. According to the condition limiting of different sites, the pile bodies with different lengths can be manufactured. The root pile is suitable for the foundations of all kinds of soil and has a wide range of application.
Description
Technical field
The present invention relates to building foundation field, particularly relate to the special-shaped root pile of a kind of prefabricated grouting behind shaft or drift lining and construction method thereof.
Background technology
Mini pile is little with its construction area area, speed of application is fast, cost is low, can repair existing building or the advantage such as reinforcing rapidly at home various places be widely used and promote.Since reform and opening-up, China constantly makes new breakthroughs at ground base enforcement technical elements.A lot of new technology is also arisen at the historic moment in the process of industry development, such as: anchor jacked pile, root pile, pit static pressed pile, grouting and reinforcing method etc., it is rather extensive that these methods are applied in existing building ground base enforcement.
Along with the fast development of China's real estate domain, the problem that building self produces also is comed one after another, in real life, there are many buildings cannot change can be found everywhere of existing issue with again building, run into such situation, reinforcing is not a good method made the best of both worlds undoubtedly, and it both can carry out reinforcement and strengthening to existing building, can avoid again rebuilding institute to the removal of existing building and bring economical and temporal waste.Since 2008, China's building had more than 40% needs to safeguard, reinforce and transformation, meanwhile, along with China is to the raising of the related specifications such as seismic behavior, norm for civil defense, requirement, believes that this numeral is surmounted far away.
Existing root pile needs when reinforcing building to build at the scene, and the root pile intensity of building rear formation is not high, and bearing capacity is inadequate, therefore, is necessary the design special-shaped root pile of a kind of better prefabricated grouting behind shaft or drift lining and construction method thereof, to solve the problem.
Summary of the invention
For prior art Problems existing, the invention provides a kind of special-shaped root pile of prefabricated grouting behind shaft or drift lining and the construction method thereof that improve a side and bearing capacity of pile tip.
To achieve these goals, the present invention adopts following technical scheme:
The special-shaped root pile of a kind of prefabricated grouting behind shaft or drift lining, comprise concrete pile body, the cross section of described concrete pile body is profiled-cross-section, described concrete pile body center is provided with steel pipe, the length of described steel pipe is more than or equal to the length of described pile body, the surrounding of described steel pipe is provided with reinforcing bar, and described reinforcing bar is fixed on described concrete pile body, and described reinforcing bar and described steel pipe jointly form 3*3 symmetrical expression and arrange.
Further, described profiled-cross-section is concavo-convex undulations, has the protuberance of recess and the outside projection set to the concave, described recess and described protuberance all curved, and spaced forming a circle.
Further, the top of described concrete pile body is provided with steel plate, and for adjacent described root pile welding, the position of the corresponding described steel pipe of described steel plate is offered porose.
Further, the bottom of described concrete pile body is also provided with described steel plate.
Further, the bottom of described steel pipe is provided with grouting gun head, and described grouting gun head stretches out described concrete pile body, is provided with multiple injected hole around described grouting gun head.
Further, outside described injected hole, non retern valve is installed.
Further, described reinforcing bar, described steel pipe and described concrete pile body one-time-concreting are shaping.
Further, the diameter of described root pile is Φ 200mm ~ Φ 350mm.
Adopt a construction method for the special-shaped root pile of above-mentioned prefabricated grouting behind shaft or drift lining, comprising:
Step one: piling, the first segment stake of band grouting gun head is sling by stake machine, and behind the most advanced and sophisticated align piles position of described grouting gun head, described first segment stake static pressure enters in ground by stake machine, stops piling when described first segment stake is depressed into distance ground 0.5m ~ 1.0m;
Step 2: pile extension, second section stake is aimed at described first segment stake, and welds, then described second section stake is pressed in described ground, stop piling when described second section stake is depressed into distance ground 0.5m ~ 1.0m, carry out the pile extension operation of next joint stake successively;
Step 3: slip casting, by the described steel pipe of described root pile top center, from up to down high-pressure slip-casting, cement paste flows downward from described steel pipe and is entered by described grouting gun head the soil body of described pile end groundwork, with soil solidifying, after reaching design grouting pressure and grouting amount, stop slip casting.
Beneficial effect of the present invention:
Root pile is profiled-cross-section, the contact area with the soil body can be increased, improve the side friction of stake, at concrete pile body center, steel pipe is set, and by steel pipe to native internal injection, can the soil body around consolidation pile end, improve the bearing capacity of stake end, steel-bar arrangement, in concrete pile body, improves the intensity of stake.Root pile of the present invention can limit according to the condition in different place, makes the pile body of different length, is applicable to the ground of the various soil body, applied range.
Accompanying drawing explanation
Fig. 1 is the sectional view of the special-shaped root pile of the prefabricated grouting behind shaft or drift lining of the present invention;
Fig. 2 is the sectional view of the special-shaped root pile of the prefabricated grouting behind shaft or drift lining of the present invention with the first segment stake of grouting gun head;
Fig. 3 is the sectional view that in the special-shaped root pile of the prefabricated grouting behind shaft or drift lining of the present invention, two ends arrange the second section stake of steel plate;
In figure, 1-concrete pile body, 11-recess, 12-protuberance, 2-reinforcing bar, 3-steel pipe, 4-grouting gun head, 5-steel plate.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only a part of embodiment of the present invention, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
Need explanation, all directionality instruction (such as up, down, left, right, before and afters in the embodiment of the present invention ...) only for explaining the relative position relation, motion conditions etc. under a certain particular pose (as shown in drawings) between each parts, if when this particular pose changes, then directionality instruction also correspondingly changes thereupon.
First, concrete precast pile vertical ultimate bearing capacity of single pile standard value formula in technical code for building pile foundation is analyzed as follows:
Q
uk＝Q
sk+Q
pk＝μ∑q
sikl
i+αp
skA
p
In formula: Q
sk---total ultimate frictional resistance standard value;
Q
pk---total standard ultimate bearing capacity;
μ---pile body length;
Q
sik---with the ultimate frictional resistance that the stake week i-th layer of static cone penetration resistance value estimation is native;
L
i---the thickness that stake week i-th layer is native;
α---modification factor of pile tip resistance, refers to specification;
P
sk---the static sounding specific penetration resistance standard value (average) near stake end;
A
p---stake end area.
According to above-mentioned formula, the size of vertical bearing capacity of single pile main with pile side resistance and end resistance closely bound up, therefore when keeping original numerical value constant, raising any one numerical value, all can improve vertical bearing capacity of single pile.
Based on above-mentioned theory basis, the invention provides the special-shaped root pile of a kind of prefabricated grouting behind shaft or drift lining, by changing the section form of stake, adding the contact area between side and the soil body, and then improving the side friction of stake.Meanwhile, when reaching design elevation after pile top is buried, the steel pipe reserved by center, stake top pumps into water under high pressure mud or other slurries to stake end place, the soil body around consolidation pile end in certain limit, thus improves the bearing capacity of stake end.
As Fig. 1 to Fig. 3, the special-shaped root pile of prefabricated grouting behind shaft or drift lining comprises concrete pile body 1, the cross section of concrete pile body 1 is profiled-cross-section, profiled-cross-section is concavo-convex undulations, there is the protuberance 12 of the recess 11 and outside projection set to the concave, recess 11 and protuberance 12 all curved, and spaced forming a circle, concrete pile tool 1 is made to have profiled-cross-section, change the section form of stake, add the contact area between side and the soil body, and then improve the side friction of stake side, and compared with circular cross-section solid pile, save the concrete amount of 10% ~ 15%, reduce the cost of manufacture of stake.
Concrete pile body 1 center is provided with steel pipe 3, the length of steel pipe 3 is more than or equal to the length of pile body 1, the surrounding of steel pipe 3 is provided with reinforcing bar 2, reinforcing bar 2 has 8, reinforcing bar 2 jointly forms 3*3 symmetrical expression with steel pipe 3 and arranges, adopt reinforcing bar 2 can increase the intensity of root pile, and reinforcing bar 2 and steel pipe 3 symmetrical expression arrange, and can carry strength uniformly.Reinforcing bar 2, steel pipe 3 are shaping with concrete pile 1 body one-time-concreting, and particularly 8 reinforcing bars 2 and steel pipe 3 are by after stirrup and wiring colligation, the good template of peripheral branch, adopt high-strength concrete one-time-concreting shaping.
As Fig. 2 and Fig. 3, the top of concrete pile body 1 is provided with steel plate 5, and for the welding of adjacent root pile, the position of the corresponding steel pipe of steel plate 53 is offered porose.Root pile of the present invention is divided into two kinds, and wherein a kind of is first segment stake with grouting gun head 4, and without the second section stake of grouting gun head 4.The top of first segment stake is provided with steel plate 5, pass for steel pipe 3 bottom it, steel pipe 3 length is greater than the length of concrete pile body 1, and the bottom of steel pipe 3 is provided with grouting gun head 4 and stretches out concrete pile body 1, grouting gun head 4 one-tenth is pointed, the surrounding of grouting gun head 4 is provided with multiple injected hole, and mud injects from the top of steel pipe 3, flows out in injected hole, with soil solidifying, the outside of injected hole is provided with non retern valve, and non retern valve adopts rubber to make, and non retern valve can prevent the soil body in piling process from entering in grouting gun head 4.Second section stake is then be equipped with steel plate 5 on the top of concrete pile body 1 and bottom, and for the welding of adjacent root pile, now the length of steel pipe 3 is equal with the length of concrete pile body 1.First segment stake is installed in the least significant end of foundation soil body, and second section stake is positioned at the top of first segment stake.
The construction method adopting the special-shaped root pile of above-mentioned prefabricated grouting behind shaft or drift lining to carry out reinforcing is as follows:
Step one: piling.Play the first segment stake of suspender belt grouting gun head 4 after pile-forming machine perching, as shown in Figure 2, after the tip aligned position of grouting gun head 4, first segment stake static pressure enters in foundation soil body by stake machine, stops piling when stake top is depressed into distance ground 0.5m ~ 1.0m;
Step 2: pile extension.Steel plate 5 wire brush upper and lower stake held before pile extension removes floating rust and dirt, by the second section stake not with grouting gun head 4, as shown in Figure 3, after aiming at first segment stake, welded by steel plate, then by second section stake press-in ground, stop piling when second section stake is depressed into distance ground 0.5m ~ 1.0m, carry out the pile extension operation of next joint stake successively.Bearing stratum is entered or after reaching design elevation, stake machine can off-load until stake end.
Step 3: slip casting.After pile extension completes, by the steel pipe 3 at Zhuan Ding center, from up to down continuous high-pressure injected water mud, cement paste flows downward from steel pipe 3 and is flowed out by injected hole, with soil solidifying, greatly enhances the bearing capacity of stake end.After slip casting reaches design grouting pressure and grouting amount, namely slip casting is from bottom to top to design height, and stop slip casting, extract Grouting Pipe, slip casting terminates.So far, the special-shaped root pile of prefabricated grouting behind shaft or drift lining just completely form.
By changing section form and the grouting behind shaft or drift lining means of stake, pile side resistance and end resistance can be improved significantly, and then effectively improving vertical bearing capacity of single pile.The special-shaped root pile of the prefabricated grouting behind shaft or drift lining of the present invention can limit according to the condition in different place in work progress, make the pile body of different length type, the diameter of root pile of the present invention is Φ 200mm ~ Φ 350mm, good effect is played to existing building ground stabilization aspect, be applicable to the ground in the soils such as sand, silt, mud, mucky soil, cohesive soil, artificial earth fill, applied range.And adopt grouting behind shaft or drift lining means that cement paste is flowed out and soil solidifying bottom steel pipe 3, greatly enhance the bearing capacity of stake end.
Above embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although with reference to preferred embodiment to invention has been detailed description, those skilled in the art are to be understood that, can modify to technical scheme of the present invention or equivalent replacement, and not departing from aim and the scope of the technical program, it all should be encompassed in right of the present invention.
Claims (9)
1. the special-shaped root pile of prefabricated grouting behind shaft or drift lining, it is characterized in that, comprise: concrete pile body, the cross section of described concrete pile body is profiled-cross-section, described concrete pile body center is provided with steel pipe, and the length of described steel pipe is more than or equal to the length of described pile body, and the surrounding of described steel pipe is provided with reinforcing bar, described reinforcing bar is fixed on described concrete pile body, and described reinforcing bar and described steel pipe jointly form 3*3 symmetrical expression and arrange.
2. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 1, it is characterized in that: described profiled-cross-section is concavo-convex undulations, there is the protuberance of recess and the outside projection set to the concave, described recess and described protuberance all curved, and spaced forming a circle.
3. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 1, is characterized in that: the top of described concrete pile body is provided with steel plate, and for adjacent described root pile welding, the position of the corresponding described steel pipe of described steel plate is offered porose.
4. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 3, is characterized in that: the bottom of described concrete pile body is also provided with described steel plate.
5. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 3, it is characterized in that: the bottom of described steel pipe is provided with grouting gun head, described grouting gun head stretches out described concrete pile body, is provided with multiple injected hole around described grouting gun head.
6. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 5, is characterized in that: be provided with non retern valve outside described injected hole.
7. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 1, is characterized in that: described reinforcing bar, described steel pipe and described concrete pile body one-time-concreting are shaping.
8. the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 1, is characterized in that: the diameter of described root pile is Φ 200mm ~ Φ 350mm.
9. adopt a construction method for the special-shaped root pile of prefabricated grouting behind shaft or drift lining according to claim 1, it is characterized in that, comprising:
Step one: piling, the first segment stake of band grouting gun head is sling by stake machine, and after the aligned position of described grouting gun head tip, described first segment stake static pressure enters in ground by stake machine, stops piling when described first segment stake is depressed into distance ground 0.5m ~ 1.0m;
Step 2: pile extension, second section stake is aimed at described first segment stake, and welds, then described second section stake is pressed in described ground, stop piling when described second section stake is depressed into distance ground 0.5m ~ 1.0m, carry out the pile extension operation of next joint stake successively;
Step 3: slip casting, by the described steel pipe of described root pile top center, from up to down high-pressure slip-casting, cement paste flows downward from described steel pipe and is entered by described grouting gun head the soil body of described ground, with soil solidifying, after reaching design grouting pressure and grouting amount, stop slip casting.
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|---|---|---|---|
| CN201510961230.9A CN105401571B (en) | 2015-12-17 | 2015-12-17 | Prefabricated grouting behind shaft or drift lining abnormal shape root pile and its construction method |
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| CN201510961230.9A CN105401571B (en) | 2015-12-17 | 2015-12-17 | Prefabricated grouting behind shaft or drift lining abnormal shape root pile and its construction method |
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| CN105401571B CN105401571B (en) | 2017-03-15 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804052A (en) * | 2016-05-06 | 2016-07-27 | 同济大学 | Grouting pipeline structure, X-shaped special-shaped pile for prefabricating grouting pipeline and grouting method thereof |
| CN107330232A (en) * | 2017-08-11 | 2017-11-07 | 上海岩土工程勘察设计研究院有限公司 | Ultimate bearing capacity evaluation method for pile-end post-grouting ultra-long pile |
| CN107322757A (en) * | 2017-08-30 | 2017-11-07 | 中冶沈勘工程技术有限公司 | The making mould and preparation method of a kind of special-shaped root pile of prefabricated grouting behind shaft or drift lining |
| CN109403313A (en) * | 2018-11-29 | 2019-03-01 | 中山大学 | A kind of shaped pile and its construction method |
| CN115637695A (en) * | 2022-10-25 | 2023-01-24 | 中建四局土木工程有限公司 | Construction method of PHC prestressed high-strength concrete pipe pile |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2006041051A1 (en) * | 2004-10-08 | 2006-04-20 | Incorporated Administrative Agency Public Works Research Institute | Micro pile and method of constructing the same |
| CN101509252A (en) * | 2009-03-13 | 2009-08-19 | 从卫民 | Special-shaped concrete pipe |
| CN202416304U (en) * | 2011-12-05 | 2012-09-05 | 徐苗苗 | Special-shaped concrete tubular pile |
| CN204570674U (en) * | 2015-04-02 | 2015-08-19 | 宁波大学 | A kind of spill tooth pile tube |
| CN205242385U (en) * | 2015-12-17 | 2016-05-18 | 中冶沈勘工程技术有限公司 | Stake of prefabricated back slip casting abnormal shape root |
-
2015
- 2015-12-17 CN CN201510961230.9A patent/CN105401571B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2006041051A1 (en) * | 2004-10-08 | 2006-04-20 | Incorporated Administrative Agency Public Works Research Institute | Micro pile and method of constructing the same |
| CN101509252A (en) * | 2009-03-13 | 2009-08-19 | 从卫民 | Special-shaped concrete pipe |
| CN202416304U (en) * | 2011-12-05 | 2012-09-05 | 徐苗苗 | Special-shaped concrete tubular pile |
| CN204570674U (en) * | 2015-04-02 | 2015-08-19 | 宁波大学 | A kind of spill tooth pile tube |
| CN205242385U (en) * | 2015-12-17 | 2016-05-18 | 中冶沈勘工程技术有限公司 | Stake of prefabricated back slip casting abnormal shape root |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804052A (en) * | 2016-05-06 | 2016-07-27 | 同济大学 | Grouting pipeline structure, X-shaped special-shaped pile for prefabricating grouting pipeline and grouting method thereof |
| CN107330232A (en) * | 2017-08-11 | 2017-11-07 | 上海岩土工程勘察设计研究院有限公司 | Ultimate bearing capacity evaluation method for pile-end post-grouting ultra-long pile |
| CN107330232B (en) * | 2017-08-11 | 2021-03-12 | 上海勘察设计研究院(集团)有限公司 | Ultimate bearing capacity estimation method for pile end post-grouting ultra-long pile |
| CN107322757A (en) * | 2017-08-30 | 2017-11-07 | 中冶沈勘工程技术有限公司 | The making mould and preparation method of a kind of special-shaped root pile of prefabricated grouting behind shaft or drift lining |
| CN107322757B (en) * | 2017-08-30 | 2022-08-02 | 中冶沈勘工程技术有限公司 | Manufacturing die and manufacturing method of prefabricated grouting special-shaped root pile |
| CN109403313A (en) * | 2018-11-29 | 2019-03-01 | 中山大学 | A kind of shaped pile and its construction method |
| CN115637695A (en) * | 2022-10-25 | 2023-01-24 | 中建四局土木工程有限公司 | Construction method of PHC prestressed high-strength concrete pipe pile |
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| CN105401571B (en) | 2017-03-15 |
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