CN104060610A - Anchor-arm static-pressure pile device with self-sufficient pile pressing counter-force and constructing method of anchor-arm static-pressure pile device - Google Patents
Anchor-arm static-pressure pile device with self-sufficient pile pressing counter-force and constructing method of anchor-arm static-pressure pile device Download PDFInfo
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Abstract
The invention relates to an anchor-arm static-pressure pile device with self-sufficient pile pressing counter-force and a constructing method of the anchor-arm static-pressure pile device, and aims to provide the anchor-arm static-pressure pile device with the self-sufficient pile pressing counter-force. When an indoor construction pile foundation cannot provide a pile pressing counter-force, construction requirements can be realized by self-sufficient pile pressing counter-force, so that the efficiency is high, the cost is relatively lower, and pollution to the environment is avoided. The anchor-arm static-pressure pile device adopting steel pipe piles of which the pile tips are filled with slurry to provide counter-force comprises a pressure pile baseplate, the steel pipe piles and anchors, wherein anchor-arm static-pressure pile pressing holes and steel pipe pile pressing holes are formed in the pressure pile baseplate; the steel pipe piles are inserted through the steel pipe pile pressing holes and pressed to a certain depth; the slurry is arranged in the pile tips of the steel pipe piles; the tops of the steel pipe piles are connected with the press pile baseplate through grouting material tamping; the anchors are arranged outside the steel pipe pile pressing holes and the anchor-arm static-pressure pile pressing holes respectively, connected with a press pile counter-force rack and used for pressing the steel pipe piles or anchor-arm static-pressure piles to certain depths.
Description
Technical field
The present invention relates to a kind of anchor jacked pile, specifically, relate to a kind of anchor jacked pile device and construction method thereof of self-supporting pressure pile reaction.
Background technology
Anchor jacked pile technology is a kind of construction technology to existing building or structure reinforcing of commonly using.By conducting oneself with dignity as pressure pile reaction using building or structure, utilize pressure pile reaction device merogenesis that anchor pile is pressed in foundation soil.Existing anchor jacked pile device has following weak point:
1, pressure pile reaction, from building own wt, requires building weight enough large on the one hand, and on the other hand, the concentrated counter-force in piling process is higher to whole building rigidity requirement.Therefore, anchor jacked pile is limited to building character: under little or poor rigidity condition, do not possess existing anchor jacked pile execution conditions in building weight.
2, pressing pile construction will cause larger traction sedimentation, and when building is responsive to settlement and differential settlement, existing anchor jacked pile device can produce certain damage to building.
3,, under without pressure pile reaction condition, pressure pile reaction generally provides with the ordinary pile foundation such as counterweight or root pile.Interior of building counterweight quantity is restricted, and carrying difficulty is also larger; And root pile cost is high, uplift bearing capacity is low, also can bring environment pollution.
Based on above-mentioned weak point, for the situation that existing anchor jacked pile device and construction technology cannot provide pressure pile reaction for building, constructing operation difficulty is large, feasibility is poor, usefulness is low, cost is high and have greater environmental impacts.
Summary of the invention
For overcoming the weak point of above-mentioned existing anchor jacked pile device, the invention discloses a kind of anchor jacked pile device of self-supporting pressure pile reaction, when Indoor environment construction pile foundation and building self can not provide pressure pile reaction, can meet construction requirement by self-supporting pressure pile reaction, usefulness is high, cost is relatively low, and environmentally safe.
Another object of the present invention is to provide a kind of construction method of anchor jacked pile device of self-supporting pressure pile reaction.
The object of the present invention is achieved like this:
An anchor jacked pile device of making counter-force with pile end grouting steel pipe pile, comprising:
Piling base plate is provided with anchor jacked pile piling hole and steel pipe pile piling hole on described piling base plate;
Steel pipe pile, described steel pipe pile inserts and is depressed into desired depth from described steel pipe pile piling hole, and the stake end of described steel pipe pile is marked with slurry, and the top of described steel pipe pile is tamped and is connected by grouting material with described piling base plate;
Anchor pole, is located at respectively the outside in described steel pipe pile piling hole and anchor jacked pile piling hole, and described anchor pole connects pressure pile reaction frame, for steel pipe pile or anchor jacked pile are depressed into desired depth.
Wherein, the bottom lock of described steel pipe pile, steel pipe pile is provided with some slurry outlets, described slurry outlet is distributed within the scope of the above 3m of stake end of described steel pipe pile, tube wall outside described slurry outlet is provided with angle steel hangnail, the outer wall of described steel pipe pile is provided with a ring steel plate, and the position of described ring steel plate is higher than the position of described each slurry outlet.
Preferably, the specification of described steel pipe pile is Φ 32mm-273mm, wall thickness 4mm～12mm.
Preferably, there is bar dowel at described steel pipe pile top along steel pipe pile outer wall uniform welding, steel pipe pile closely can be connected with piling base plate, effectively transmits pressure pile reaction.
A construction method for the anchor jacked pile device of self-supporting pressure pile reaction, comprises the following steps:
(1) on the terrace of building or structure, make piling base plate, and reserved anchor jacked pile piling hole and steel pipe pile piling hole;
(2) implant anchor pole in the outside in described steel pipe pile piling hole, described anchor pole connects pressure pile reaction frame, utilizes the deadweight of piling base plate, adopts pressure pile reaction frame that described steel pipe pile is depressed into desired depth;
(3) the stake end of described steel pipe pile is carried out to slip casting, after slip casting, form enlarged footing in steel pipe pile end;
(4) the steel pipe pile top that completes pile end grouting is tamped and is connected by grouting material with piling base plate;
(5) steel pipe pile that completes pile end grouting is carried out to maintenance, at least 28 days curing times;
(6) implant anchor pole in the outside in described anchor jacked pile piling hole, described anchor pole connects pressure pile reaction frame, utilizes the deadweight of piling base plate, adopts pressure pile reaction frame that anchor jacked pile is depressed into desired depth.
Should calculate in detail before in step (1), calculate base plate moment of flexure and carry out Reinforcement Design.In base plate calculation of Bending Moment, be reduced to continuous beam on many supports, minor diameter pile end grouting steel pipe pile is as fulcrum, and anchor jacked pile pressure pile reaction frame center line is as concentrated force, and reinforcement placement should be avoided reserved piling hole.Described computational methods are the conventional algorithm of prior art, do not repeat herein.
In described step (6), the speed of the piling of anchor jacked pile is: in 24 hours, piling quantity is no more than 4; The spacing that makes adjacent two anchor jacked piles is L, spacing between every two anchor jacked piles that simultaneously carry out piling is not less than 3L, two adjacent piles can not be pressed simultaneously, and while avoiding piling simultaneously, the required counter-force of piling is greater than the pressure pile reaction that pile end grouting steel pipe pile can provide.
Wherein, the bottom lock of described steel pipe pile, steel pipe pile is provided with some slurry outlets, described slurry outlet is distributed within the scope of the above 3m of stake end of described steel pipe pile, tube wall outside described slurry outlet is provided with angle steel hangnail, the outer wall of described steel pipe pile is provided with a ring steel plate, and the position of described ring steel plate is higher than the position of described each slurry outlet.
Preferably, the specification of described steel pipe pile is Φ 32mm-273mm, wall thickness 4mm～12mm.There is bar dowel at described steel pipe pile top along steel pipe pile outer wall uniform welding, steel pipe pile closely can be connected with piling base plate, effectively transmits pressure pile reaction.
The present invention, owing to having adopted technique scheme, compared with prior art has following beneficial effect: 1, can effectively realize the construction of interior of building without anchor jacked pile under pressure pile reaction condition; 2, utilize pile end grouting steel pipe pile that pressure pile reaction is provided, this type can be given full play to steel tensile strength, and uplift bearing capacity is high, and unit is high with the uplift resistance providing under material condition, and engineering cost is low; 3, on-the-spot without mud, can accomplish civilized construction; 4, stake end resistance to plucking steel pipe pile diameter is little, and in end slip casting, little on building impact; 5, do not utilize building own wt as pressure pile reaction, the building traction sedimentation that pressing pile construction causes is little.
Brief description of the drawings
By following embodiments of the invention description taken together with the accompanying drawings, other advantage of the present invention and feature are shown, this embodiment provides with the form of example, but is not limited to this, wherein:
Fig. 1 is the structural representation of a preferred embodiment of the anchor jacked pile device of a kind of self-supporting pressure pile reaction of the present invention;
Fig. 2 is the screen schematic diagram of piling base plate in embodiment shown in Fig. 1;
Fig. 3 is I-I sectional drawing of piling base plate shown in Fig. 2;
Fig. 4 is the structural representation of the steel pipe pile of embodiment shown in Fig. 1;
Fig. 5 is II-II sectional drawing of steel pipe pile shown in Fig. 4;
Fig. 6 is the stake end structure schematic diagram of steel pipe pile shown in Fig. 4;
Fig. 7 is the construction process schematic diagram of the anchor jacked pile device of a kind of self-supporting pressure pile reaction of the present invention.
Detailed description of the invention
As shown in Figure 1 make the anchor jacked pile device of counter-force with pile end grouting steel pipe pile, comprise piling base plate 1, steel pipe pile 2 and anchor pole 3.Shown in Fig. 2, Fig. 3, on piling base plate 1, be provided with anchor jacked pile piling hole 14 and steel pipe pile piling hole 12.Shown in Fig. 4-6, the bottom lock of steel pipe pile 2, steel pipe pile 2 is provided with some slurry outlets 21, slurry outlet 21 can design within the scope of the stake end 20 above 3m that are distributed in steel pipe pile 2, in the present embodiment, slurry outlet 21 is distributed within the scope of the stake end 20 above 1.5m of steel pipe pile 2, and the tube wall outside slurry outlet 21 is provided with angle steel hangnail 22, on the outer wall of steel pipe pile 2, be also provided with a ring steel plate 23, the position of ring steel plate 23 is higher than the position of each slurry outlet 21.Steel pipe pile 2 inserts and is depressed into desired depth from steel pipe pile piling hole 12, and the stake end 20 of steel pipe pile 2 is marked with slurry 24, and steel pipe pile 2 tops are tamped and are connected by grouting material with piling base plate 1.There is bar dowel (not shown) at steel pipe pile 2 tops along steel pipe pile 2 outer wall uniform weldings, steel pipe pile 2 closely can be connected with piling base plate 1, effectively transmit pressure pile reaction.Anchor pole 3 is located at respectively the outside in steel pipe pile piling hole 12 and anchor jacked pile piling hole 14, and anchor pole 3 connects pressure pile reaction frame 5 (with reference to figure 7), for steel pipe pile 2 or anchor jacked pile 4 are depressed into desired depth.Wherein, the specification of steel pipe pile 2 is Φ 32mm-273mm, wall thickness 4mm～12mm.In the present embodiment, the specification of steel pipe pile 2 is Φ 95mm × 8mm.
The construction method of the anchor jacked pile device of above-mentioned self-supporting pressure pile reaction, in conjunction with as shown in Figure 7, comprises the following steps:
(1) on the terrace of building or structure, make piling base plate, and reserved anchor jacked pile piling hole and steel pipe pile piling hole;
(2) implant anchor pole in the outside in steel pipe pile piling hole, anchor pole connects pressure pile reaction frame, utilizes the deadweight of piling base plate, adopts pressure pile reaction frame that steel pipe pile is depressed into desired depth;
(3) the stake end of steel pipe pile is carried out to slip casting, after slip casting, form enlarged footing in steel pipe pile end;
(4) the steel pipe pile top that completes pile end grouting is tamped and is connected by grouting material with piling base plate;
(5) steel pipe pile that completes pile end grouting is carried out to maintenance, at least 28 days curing times;
(6) implant anchor pole in the outside in anchor jacked pile piling hole, anchor pole connects pressure pile reaction frame, utilizes the deadweight of piling base plate, adopts pressure pile reaction frame that anchor jacked pile is depressed into desired depth.
Wherein, calculate before base plate moment of flexure in step (1), and carry out reinforcing bar configuration design.
Should calculate in detail before in step (1), calculate base plate moment of flexure and carry out Reinforcement Design.In base plate calculation of Bending Moment, be reduced to continuous beam on many supports, minor diameter pile end grouting steel pipe pile is as fulcrum, and anchor jacked pile pressure pile reaction frame center line is as concentrated force, and reinforcement placement should be avoided reserved piling hole.Described computational methods are the conventional algorithm of prior art, do not repeat herein.
In described step (6), the speed of the piling of anchor jacked pile is: in 24 hours, piling quantity is no more than 4; The spacing that makes adjacent two anchor jacked piles is L, spacing between every two anchor jacked piles that simultaneously carry out piling is not less than 3L, two adjacent piles can not be pressed simultaneously, and while avoiding piling simultaneously, the required counter-force of piling is greater than the pressure pile reaction that pile end grouting steel pipe pile can provide.
Claims (10)
1. an anchor jacked pile device of making counter-force with pile end grouting steel pipe pile, is characterized in that, comprising:
Piling base plate is provided with anchor jacked pile piling hole and steel pipe pile piling hole on described piling base plate;
Steel pipe pile, described steel pipe pile inserts and is depressed into desired depth from described steel pipe pile piling hole, and the stake end of described steel pipe pile is marked with slurry, and the top of described steel pipe pile is tamped and is connected by grouting material with described piling base plate;
Anchor pole, is located at respectively the outside in described steel pipe pile piling hole and anchor jacked pile piling hole, and described anchor pole connects pressure pile reaction frame, for steel pipe pile or anchor jacked pile are depressed into desired depth.
2. anchor jacked pile device as claimed in claim 1, it is characterized in that: the bottom lock of described steel pipe pile, steel pipe pile is provided with some slurry outlets, described slurry outlet is distributed within the scope of the above 3m of stake end of described steel pipe pile, tube wall outside described slurry outlet is provided with angle steel hangnail, the outer wall of described steel pipe pile is provided with a ring steel plate, and the position of described ring steel plate is higher than the position of described each slurry outlet.
3. anchor jacked pile device as claimed in claim 1, is characterized in that: the specification of described steel pipe pile is Φ 32mm-273mm, wall thickness 4mm～12mm.
4. anchor jacked pile device as claimed in claim 1, is characterized in that: there is bar dowel at described steel pipe pile top along steel pipe pile outer wall uniform welding.
5. a construction method for the anchor jacked pile device of self-supporting pressure pile reaction, is characterized in that, comprises the following steps:
(1) on the terrace of building or structure, make piling base plate, and reserved anchor jacked pile piling hole and steel pipe pile piling hole;
(2) implant anchor pole in the outside in described steel pipe pile piling hole, described anchor pole connects pressure pile reaction frame, utilizes the deadweight of piling base plate, adopts pressure pile reaction frame that described steel pipe pile is depressed into desired depth;
(3) the stake end of described steel pipe pile is carried out to slip casting, after slip casting, form enlarged footing in steel pipe pile end;
(4) the steel pipe pile top that completes pile end grouting is tamped and is connected by grouting material with piling base plate;
(5) steel pipe pile that completes pile end grouting is carried out to maintenance, at least 28 days curing times;
(6) implant anchor pole in the outside in described anchor jacked pile piling hole, described anchor pole connects pressure pile reaction frame, utilizes the deadweight of piling base plate, adopts pressure pile reaction frame that anchor jacked pile is depressed into desired depth.
6. construction method as claimed in claim 5, is characterized in that: in described step (6), the speed of the piling of anchor jacked pile is: in 24 hours, piling quantity is no more than 4; The spacing that makes adjacent two anchor jacked piles is L, and the spacing between every two anchor jacked piles that simultaneously carry out piling is not less than 3L.
7. construction method as claimed in claim 5, it is characterized in that: the bottom lock of described steel pipe pile, steel pipe pile is provided with some slurry outlets, and described slurry outlet is distributed within the scope of the above 3m of stake end of described steel pipe pile, and the tube wall outside described slurry outlet is provided with angle steel hangnail.
8. construction method as claimed in claim 7, is characterized in that: the outer wall of described steel pipe pile is provided with a ring steel plate, and the position of described ring steel plate is higher than the position of described each slurry outlet.
9. construction method as claimed in claim 5, is characterized in that: the specification of described steel pipe pile is Φ 32mm-273mm, wall thickness 4mm～12mm.
10. construction method as claimed in claim 5, is characterized in that: there is bar dowel at described steel pipe pile top along steel pipe pile outer wall uniform welding.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410183017.5A CN104060610B (en) | 2014-04-30 | 2014-04-30 | The anchor jacked pile device of a kind of self-supporting pressure pile reaction and constructional method thereof |
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| CN201410183017.5A CN104060610B (en) | 2014-04-30 | 2014-04-30 | The anchor jacked pile device of a kind of self-supporting pressure pile reaction and constructional method thereof |
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Cited By (6)
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| CN105064355A (en) * | 2015-07-28 | 2015-11-18 | 济南轨道交通集团有限公司 | Anchor rope composite pile structure as stand column of main structure and construction method of anchor rope composite pile structure |
| CN105421455A (en) * | 2015-11-03 | 2016-03-23 | 中铁大桥局集团有限公司 | Overwater pile planting method based on combined type static-pressure pile planting machine |
| CN106223368A (en) * | 2016-08-30 | 2016-12-14 | 安徽建工集团有限公司 | Glass fibre prestressed anchor anchor structure, its charger and loading method |
| CN107700521A (en) * | 2017-10-27 | 2018-02-16 | 西安建筑科技大学 | One kind is built（Structure）Build thing foundation stabilization and underpin pier and its construction method |
| CN108265718A (en) * | 2018-03-12 | 2018-07-10 | 中国建筑第八工程局有限公司 | Grouting steel pipe pile foundation stabilization system and its construction method |
| CN113216179A (en) * | 2021-04-30 | 2021-08-06 | 中国建筑第二工程局有限公司 | Static pressure pile sealing device without foundation and using method |
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| CN106049498B (en) * | 2016-07-07 | 2018-04-20 | 张继红 | A kind of steel-pipe pile guide swinging pressing pile construction method and its construction equipment |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064355A (en) * | 2015-07-28 | 2015-11-18 | 济南轨道交通集团有限公司 | Anchor rope composite pile structure as stand column of main structure and construction method of anchor rope composite pile structure |
| CN105421455A (en) * | 2015-11-03 | 2016-03-23 | 中铁大桥局集团有限公司 | Overwater pile planting method based on combined type static-pressure pile planting machine |
| CN106223368A (en) * | 2016-08-30 | 2016-12-14 | 安徽建工集团有限公司 | Glass fibre prestressed anchor anchor structure, its charger and loading method |
| CN107700521A (en) * | 2017-10-27 | 2018-02-16 | 西安建筑科技大学 | One kind is built（Structure）Build thing foundation stabilization and underpin pier and its construction method |
| CN108265718A (en) * | 2018-03-12 | 2018-07-10 | 中国建筑第八工程局有限公司 | Grouting steel pipe pile foundation stabilization system and its construction method |
| CN113216179A (en) * | 2021-04-30 | 2021-08-06 | 中国建筑第二工程局有限公司 | Static pressure pile sealing device without foundation and using method |
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