CN104060610B - The anchor jacked pile device of a kind of self-supporting pressure pile reaction and constructional method thereof - Google Patents
The anchor jacked pile device of a kind of self-supporting pressure pile reaction and constructional method thereof Download PDFInfo
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Abstract
The present invention relates to the anchor jacked pile device of a kind of self-supporting pressure pile reaction and constructional method thereof. Its objective is to provide the anchor jacked pile device of a kind of self-supporting pressure pile reaction, when Indoor environment construction pile foundation and buildings self can not provide pressure pile reaction, construction requirement can be met, usefulness height, advantage of lower cost, and environmentally safe by self-supporting pressure pile reaction. Make an anchor jacked pile device for counter-force with pile end grouting steel pipe piling, comprising: piling base plate, described piling base plate is provided with anchor jacked pile piling hole and steel pipe piling piling hole; Steel pipe piling, described steel pipe piling inserts from described steel pipe piling piling hole and is depressed into predetermined depth, and the stake end of described steel pipe piling is marked with slurry, and the top of described steel pipe piling and described piling base plate are tamped by grouting material and be connected; Anchor pole, is located at described steel pipe piling piling hole and the outside in anchor jacked pile piling hole respectively, and described anchor pole connects pressure pile reaction frame, for steel pipe piling or anchor jacked pile are depressed into predetermined depth.
Description
Technical field
The present invention relates to a kind of anchor jacked pile, specifically, relate to anchor jacked pile device and the constructional method thereof of a kind of self-supporting pressure pile reaction.
Background technology
Anchor jacked pile technology is conventional a kind of operating technique reinforced to existing building or structures. By conducting oneself with dignity as pressure pile reaction using buildings or structures, pressure pile reaction device merogenesis is utilized to be pressed in foundation soil by anchor pile. Existing anchor jacked pile device has following weak point:
1, pressure pile reaction is from buildings own wt, requires that buildings weight is enough big on the one hand, and on the other hand, buildings integral rigidity is required higher by the concentrated counter-force in piling process. Therefore, anchor jacked pile is limited to buildings character: in buildings weight under the little or poor condition of rigidity, do not possess existing anchor jacked pile execution conditions.
2, pressing pile construction will cause bigger traction sedimentation, and when buildings is responsive to settlement and differential settlement, buildings can be produced certain damage by existing anchor jacked pile device.
3, without pressure pile reaction when, 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 bigger; And root pile cost height, uplift bearing capacity are low, also can bring environmental pollution.
Based on above-mentioned weak point, for when existing anchor jacked pile device and construction technology cannot provide pressure pile reaction for buildings, constructing operation difficulty is big, poor feasibility, usefulness are low, cost height and environmental influence is bigger.
Summary of the invention
For overcoming the weak point of above-mentioned existing anchor jacked pile device, the present invention discloses the anchor jacked pile device of a kind of self-supporting pressure pile reaction, when Indoor environment construction pile foundation and buildings self can not provide pressure pile reaction, construction requirement can be met by self-supporting pressure pile reaction, usefulness height, advantage of lower cost, and environmentally safe.
It is a further object of the present invention to provide the constructional method of the anchor jacked pile device of a kind of self-supporting pressure pile reaction.
The object of the present invention is achieved like this:
Make an anchor jacked pile device for counter-force with pile end grouting steel pipe piling, comprising:
Piling base plate, is provided with anchor jacked pile piling hole and steel pipe piling piling hole on described piling base plate;
Steel pipe piling, described steel pipe piling inserts from described steel pipe piling piling hole and is depressed into predetermined depth, and the stake end of described steel pipe piling is marked with slurry, and the top of described steel pipe piling and described piling base plate are tamped by grouting material and be connected;
Anchor pole, is located at described steel pipe piling piling hole and the outside in anchor jacked pile piling hole respectively, and described anchor pole connects pressure pile reaction frame, for steel pipe piling or anchor jacked pile are depressed into predetermined depth.
Wherein, the closed bottom of described steel pipe piling, steel pipe piling 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 piling, tube wall outside described slurry outlet is provided with angle steel hangnail, the outer wall of described steel pipe piling 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 piling is �� 32mm-273mm, wall thickness 4mm��12mm.
Preferably, described steel pipe piling top is evenly welded with bar dowel along steel pipe piling outer wall, it is possible to by steel pipe piling and piling base plate compact siro spinning technology, effectively transmit pressure pile reaction.
A constructional method for the anchor jacked pile device of self-supporting pressure pile reaction, comprises the following steps:
(1) on the terrace of buildings or structures, piling base plate is made, and reserved anchor jacked pile piling hole and steel pipe piling piling hole;
(2) implanting anchor pole in the outside in described steel pipe piling piling hole, described anchor pole connects pressure pile reaction frame, utilizes piling base plate to conduct oneself with dignity, and adopts pressure pile reaction frame that described steel pipe piling is depressed into predetermined depth;
(3) the stake end of described steel pipe piling is carried out slip casting, formed in steel pipe piling end after slip casting and expand head;
(4) the steel pipe piling top completing pile end grouting and piling base plate are tamped by grouting material it is connected;
(5) steel pipe piling completing pile end grouting is carried out maintenance, at least 28 days preserving periods;
(6) implanting anchor pole in the outside in described anchor jacked pile piling hole, described anchor pole connects pressure pile reaction frame, utilizes piling base plate to conduct oneself with dignity, and adopts pressure pile reaction frame that anchor jacked pile is depressed into predetermined depth.
Should calculate in detail before step (1), calculate footing moment and carry out design of reinforcement. Footing moment is reduced to multispan through beam in calculating, and Small 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 arrangement of reinforcement should avoid reserved piling hole. Described method of calculation 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 making adjacent two anchor jacked piles is L, spacing between every two anchor jacked piles simultaneously carrying out piling is not less than 3L, two adjacent piles can not be pressed simultaneously, and when avoiding simultaneously piling, counter-force needed for piling is greater than the pressure pile reaction that pile end grouting steel pipe piling can provide.
Wherein, the closed bottom of described steel pipe piling, steel pipe piling 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 piling, tube wall outside described slurry outlet is provided with angle steel hangnail, the outer wall of described steel pipe piling 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 piling is �� 32mm-273mm, wall thickness 4mm��12mm. Described steel pipe piling top is evenly welded with bar dowel along steel pipe piling outer wall, it is possible to by steel pipe piling and piling base plate compact siro spinning technology, effectively transmit pressure pile reaction.
The present invention, owing to have employed technique scheme, compared with prior art has following useful effect: 1, can effectively realize the construction of interior of building without anchor jacked pile when pressure pile reaction; 2, utilizing pile end grouting steel pipe piling to provide pressure pile reaction, this pile-type can give full play to steel tensile strength, uplift bearing capacity height, the unit withdrawal resistance height provided when material, and engineering cost is low; 3, on-the-spot without mud, civilized construction can be accomplished; 4, anti-to pull out steel pipe piling diameter little for stake end, and in end slip casting, effect on building is little; 5, not utilizing buildings own wt as pressure pile reaction, the buildings traction sedimentation that pressing pile construction causes is little.
Accompanying drawing explanation
By following embodiments of the invention and description taken together with the accompanying drawings, other advantage and the feature of the present invention are shown, this embodiment provides by way of example, though it is not so limited, 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 diagrams of piling base plate in embodiment shown in Fig. 1;
Fig. 3 is I-I sectional view of piling base plate shown in Fig. 2;
Fig. 4 is the structural representation of the steel pipe piling of embodiment shown in Fig. 1;
Fig. 5 is II-II sectional view of steel pipe piling shown in Fig. 4;
Fig. 6 is the stake end structure schematic diagram of steel pipe piling 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.
Embodiment
The anchor jacked pile device making counter-force with pile end grouting steel pipe piling as shown in Figure 1, comprises piling base plate 1, steel pipe piling 2 and anchor pole 3. Shown in composition graphs 2, Fig. 3, piling base plate 1 is provided with anchor jacked pile piling hole 14 and steel pipe piling piling hole 12. Shown in composition graphs 4-6, the closed bottom of steel pipe piling 2, steel pipe piling 2 is provided with some slurry outlets 21, slurry outlet 21 can design within the scope of stake end more than 20 3m being distributed in steel pipe piling 2, in the present embodiment, slurry outlet 21 is distributed within the scope of stake end more than 20 1.5m of steel pipe piling 2, and the tube wall outside slurry outlet 21 is provided with angle steel hangnail 22, also being provided with a ring steel plate 23 on the outer wall of steel pipe piling 2, the position of ring steel plate 23 is higher than the position of each slurry outlet 21. Steel pipe piling 2 inserts from steel pipe piling piling hole 12 and is depressed into predetermined depth, and the stake end 20 of steel pipe piling 2 is marked with slurry 24, and steel pipe piling 2 top and piling base plate 1 are tamped by grouting material and be connected. Steel pipe piling 2 top is evenly welded with bar dowel (not shown) along steel pipe piling 2 outer wall, it is possible to by steel pipe piling 2 and piling base plate 1 compact siro spinning technology, effectively transmit pressure pile reaction. Anchor pole 3 is located at steel pipe piling piling hole 12 and the outside in anchor jacked pile piling hole 14 respectively, and anchor pole 3 connects pressure pile reaction frame 5 (with reference to figure 7), for steel pipe piling 2 or anchor jacked pile 4 are depressed into predetermined depth. Wherein, the specification of steel pipe piling 2 is �� 32mm-273mm, wall thickness 4mm��12mm. In the present embodiment, the specification of steel pipe piling 2 is �� 95mm �� 8mm.
The constructional method of the anchor jacked pile device of above-mentioned self-supporting pressure pile reaction, in conjunction with as shown in Figure 7, comprising the following steps:
(1) on the terrace of buildings or structures, piling base plate is made, and reserved anchor jacked pile piling hole and steel pipe piling piling hole;
(2) implanting anchor pole in the outside in steel pipe piling piling hole, anchor pole connects pressure pile reaction frame, utilizes piling base plate to conduct oneself with dignity, and adopts pressure pile reaction frame that steel pipe piling is depressed into predetermined depth;
(3) the stake end of steel pipe piling is carried out slip casting, formed in steel pipe piling end after slip casting and expand head;
(4) the steel pipe piling top completing pile end grouting and piling base plate are tamped by grouting material it is connected;
(5) steel pipe piling completing pile end grouting is carried out maintenance, at least 28 days preserving periods;
(6) implanting anchor pole in the outside in anchor jacked pile piling hole, anchor pole connects pressure pile reaction frame, utilizes piling base plate to conduct oneself with dignity, and adopts pressure pile reaction frame that anchor jacked pile is depressed into predetermined depth.
Wherein, before step (1), calculate footing moment, and carry out reinforcing bar configuration design.
Should calculate in detail before step (1), calculate footing moment and carry out design of reinforcement. Footing moment is reduced to multispan through beam in calculating, and Small 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 arrangement of reinforcement should avoid reserved piling hole. Described method of calculation 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 making adjacent two anchor jacked piles is L, spacing between every two anchor jacked piles simultaneously carrying out piling is not less than 3L, two adjacent piles can not be pressed simultaneously, and when avoiding simultaneously piling, counter-force needed for piling is greater than the pressure pile reaction that pile end grouting steel pipe piling can provide.
Claims (10)
1. the constructional method of the anchor jacked pile device of a self-supporting pressure pile reaction, it is characterised in that, comprise the following steps:
(1) on the terrace of buildings or structures, piling base plate is made, and reserved anchor jacked pile piling hole and pile end grouting steel pipe piling piling hole;
(2) implanting anchor pole in the outside in described pile end grouting steel pipe piling piling hole, described anchor pole connects pressure pile reaction frame, utilizes piling base plate to conduct oneself with dignity, and adopts pressure pile reaction frame that steel pipe piling is depressed into predetermined depth;
(3) the stake end of described steel pipe piling is carried out slip casting, formed in steel pipe piling end after slip casting and expand head;
(4) the steel pipe piling top completing pile end grouting and piling base plate are tamped by grouting material it is connected;
(5) steel pipe piling completing pile end grouting is carried out maintenance, at least 28 days preserving periods;
(6) implanting anchor pole in the outside in described anchor jacked pile piling hole, described anchor pole connects pressure pile reaction frame, utilizes piling base plate to conduct oneself with dignity, and adopts pressure pile reaction frame that anchor jacked pile is depressed into predetermined depth.
2. constructional method as claimed in claim 1, it is characterised 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 making adjacent two anchor jacked piles is L, and the spacing between every two anchor jacked piles simultaneously carrying out piling is not less than 3L.
3. constructional method as claimed in claim 1, it is characterized in that: the closed bottom of described steel pipe piling, steel pipe piling 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 piling, and the tube wall outside described slurry outlet is provided with angle steel hangnail.
4. constructional method as claimed in claim 3, it is characterised in that: the outer wall of described steel pipe piling is provided with a ring steel plate, and the position of described ring steel plate is higher than the position of each described slurry outlet.
5. constructional method as claimed in claim 1, it is characterised in that: the specification of described steel pipe piling is �� 32mm��273mm, wall thickness 4mm��12mm.
6. constructional method as claimed in claim 1, it is characterised in that: described steel pipe piling top is evenly welded with bar dowel along steel pipe piling outer wall.
7. one kind adopts the anchor jacked pile device of constructional method as claimed in claim 1, it is characterised in that, comprising:
Piling base plate, is provided with anchor jacked pile piling hole and pile end grouting steel pipe piling piling hole on described piling base plate;
Steel pipe piling, described steel pipe piling inserts from described pile end grouting steel pipe piling piling hole and is depressed into predetermined depth, and the stake end of described steel pipe piling is marked with slurry, and the top of described steel pipe piling and described piling base plate are tamped by grouting material and be connected;
Anchor pole, is located at the outside in described pile end grouting steel pipe piling piling hole and anchor jacked pile piling hole respectively, and described anchor pole connects pressure pile reaction frame, for steel pipe piling or anchor jacked pile are depressed into predetermined depth.
8. anchor jacked pile device as claimed in claim 7, it is characterized in that: the closed bottom of described steel pipe piling, steel pipe piling 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 piling, tube wall outside described slurry outlet is provided with angle steel hangnail, the outer wall of described steel pipe piling is provided with a ring steel plate, and the position of described ring steel plate is higher than the position of each described slurry outlet.
9. anchor jacked pile device as claimed in claim 7, it is characterised in that: the specification of described steel pipe piling is �� 32mm��273mm, wall thickness 4mm��12mm.
10. anchor jacked pile device as claimed in claim 7, it is characterised in that: described steel pipe piling top is evenly welded with bar dowel along steel pipe piling outer wall.
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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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| CN107700521B (en) * | 2017-10-27 | 2023-06-30 | 西安建筑科技大学 | Building foundation reinforcement underpinning pier and construction method thereof |
| 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 |
| CN113216179B (en) * | 2021-04-30 | 2022-08-09 | 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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| CN104060610A (en) | 2014-09-24 |
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