CN203514305U - Pressure dispersing type prestressing force anti-pulling anti-floating pile - Google Patents
Pressure dispersing type prestressing force anti-pulling anti-floating pile Download PDFInfo
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- CN203514305U CN203514305U CN201320624180.1U CN201320624180U CN203514305U CN 203514305 U CN203514305 U CN 203514305U CN 201320624180 U CN201320624180 U CN 201320624180U CN 203514305 U CN203514305 U CN 203514305U
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- 238000007667 floating Methods 0.000 title claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 68
- 239000010959 steel Substances 0.000 claims abstract description 68
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 230000005540 biological transmission Effects 0.000 claims abstract description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 56
- 230000002787 reinforcement Effects 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 12
- 238000000034 method Methods 0.000 abstract description 9
- 238000013461 design Methods 0.000 description 8
- 238000005553 drilling Methods 0.000 description 6
- 230000004224 protection Effects 0.000 description 6
- 230000008901 benefit Effects 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
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- 230000009471 action Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
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- 239000010881 fly ash Substances 0.000 description 2
- 206010039509 Scab Diseases 0.000 description 1
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- 230000000996 additive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000011109 contamination Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 239000008187 granular material Substances 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 239000002440 industrial waste Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
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- 230000010412 perfusion Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
The utility model relates to a pressure dispersing type prestressing force anti-pulling anti-floating pile which comprises rebar-steel strand cages formed in concrete in a poured mode. The pressure dispersing type prestressing force anti-pulling anti-floating pile is characterized in that each rebar-steel strand cage comprises more than two discontinuous rebar cages which are axially connected, the upper end of each rebar cage at the uppermost end does not enter a reinforced concrete base plate, and the lower end of each rebar cage is welded to form a V-shaped bottom end; a plurality of steel strands evenly arranged along the circumference axially penetrate through the outer sides of the rebar cages, the upper ends of the steel strands and the reinforced concrete base plate are fixed, and the lower ends of the steel strands penetrate through a protecting ring at the V-shaped bottom ends; two adjacent rebar-steel strand cages are connected through an axial force transmission pipe. Axial force has two or more stress peak values in the pile axis direction, the bearing capacity can be well exerted, the bearing capacity is greatly improved compared with that of a traditional pile forming method, construction is easily achieved, the construction speed is quickened, quality is guaranteed, and cost is reduced.
Description
Technical field
The utility model pressure dispersing type prestress pulling resistant anti-floating pile, belongs to the pile in building foundation construction, can be used as resistance to plucking anti-floating pile, also can be used as compressive pile or slope protection pile.
Background technology
Both at home and abroad for implementing prestressing force anti-floating pile, adopt the rotary drilling rig pore-forming of mud off reverse circulation, Churn drill or static retaining wall more at present, be lowered to the steel strand cage processing in advance, utilize afterwards conduit to carry out underwater concrete perfusion pile.The method essential defect is that supporting body adopts counter-force dish, in lower cage process, easily produce " bucket " effect, more difficultly conduit can not under on earth, cause key position concrete leakiness, provide counter-force undesirable, even if adopted pressure grouting remedial measure also undesirable.If want to realize pressure dispersing type anti-floating pile, quite difficulty, there is not yet relevant report so far.
The advantage of part binding prestress resistance to plucking anti-floating pile: changed the stressed proterties of concrete, made concrete stressed more reasonable, can carry out the design of resistance to plucking anti-floating pile by one-level cracking resistance seam; Save a large amount of reinforcing bars; After long spiral pore-forming guncreting, insert reinforcing bar-steel strand cage and realized rapid construction, efficiency is high, than classical inverse circulation drilling machine, constructs fast 5～10 times; Without mud off, there is no mud contamination, realized dry operation, be beneficial to safety construction, especially in city construction, more aobvious its advantage.
ZL200710065368.6 " partial adhered prestressed pile against drawing and floating and construction method thereof " and ZL200720104256.2 " the steel strand cage of the partial adhered prestressed pile against drawing and floating " patented technology of by my application, also having been authorized are promoted rapidly with its obvious superiority.Its construction technology is to adopt long-spiral drilling machine pore-forming, pump pressure in pipe high slump granule concrete, rear slotting reinforcing bar-steel strand cage pile.But with regard to its force-mechanism, remain part bonding, there are part steel strand and concrete binding, this just makes this resistance to plucking anti-floating pile is not the prestress pulling resistant anti-floating pile in whole meanings, such as have 20% for bonding, that is to say that while remaining 20%, its stressed becoming has bonding after stake performance 80% bearing capacity, concrete has become tension from pressurized.And unrealized whole prestress pulling resistant anti-floating pile.When stake is longer, the bearing capacity of stake can not obtain fine performance simultaneously, especially top shaft resistance can not effectively be brought into play, with regard to its stress curve, along its axle power of axis direction, only has a peak value, it is stressed obviously can improve and it is become have two or more peak values, they are stressed just reasonably many like this, and bearing capacity of single pile will improve greatly, and its economic benefit also will significantly improve.Or same Design of Bearing Capacity value, stake just can be shortened, or reduces radical, and constructability, can ensure the quality of products and progress.If need to remove the provisional uplift pile of steel strand, also the steel strand after utilizing can be removed.Also incite somebody to action economical environment-protective more.
Summary of the invention
In order to solve above-mentioned longer resistance to plucking anti-floating pile, fail to realize the prestress pulling resistant anti-floating pile in whole meanings, and only has one along stake axis direction axially loaded peak value, the utility model provides a kind of pressure dispersing type resistance to plucking anti-floating pile, change its reinforcing bar-steel strand basket structure, make it have two or more peak values, realized the prestress pulling resistant anti-floating pile in whole meanings simultaneously, and the reinforcing bar-steel strand cage after changing can be inserted into design elevation smoothly, fully demonstrated the side frictional resistance mechanism of action of " more pressing tighter ", thereby can better bring into play its bearing capacity, the stake that the more traditional piling method of its bearing capacity is formed improves greatly.
The technical solution of the utility model is: a kind of pressure dispersing type prestress pulling resistant anti-floating pile, comprise the reinforcing bar-steel strand cage being cast in concrete, it is characterized in that: described reinforcing bar-steel strand cage comprises that two sections of above discontinuous reinforcing cages axially connect, the upper end of reinforcing cage topmost does not enter reinforced concrete floor, the welding forming V-shape bottom, lower end of each section of reinforcing cage; At reinforcing cage outboard shafts, to the several steel strand through being uniformly distributed along the circumference, the upper end of steel strand and described reinforced concrete floor are fixed, and the VXing bottom, lower end of steel strand is protected steel strand through a guard circle; Between adjacent reinforcing bar-steel strand cage of two sections, with axial power transmission pipe, connect.
The axial reinforcement of the reinforcing cage described in every section is elongated reinforcing bar; The lower end peeling 2 ~ 4m of these steel strand, is divided into two groups or many groups through reinforcing cage, and with guard circle, steel strand is protected respectively.
Described steel strand adopt anchor head symmetry to be locked in stake top above or the reserved location of reinforced concrete floor.
The utility model has the advantages that: this Novel pile can be applied to resistance to plucking anti-floating pile, also can be used for compressive pile and slope protection pile, and can be widely used in different stratum, of many uses; Realized the prestress pulling resistant anti-floating pile in whole meanings; Having solved longer resistance to plucking anti-floating pile axle power makes it have two or more axially loaded peak values along stake axis direction, and the reinforcing bar-steel strand cage after changing can be inserted into design elevation smoothly, thereby can better bring into play its bearing capacity, the difficult problem that the stake that the more traditional piling method of its bearing capacity is formed improves greatly; Construction is become easily, and speed of application improves greatly, and quality reaches assurance; The bearing capacity that has greatly improved stake, cost declines greatly simultaneously.If need to remove the provisional uplift pile of steel strand, also the steel strand after utilizing can be removed, environmental protection and saving, has shown its great superiority.
Accompanying drawing explanation
Fig. 1 a is the first embodiment of the utlity model has pressure dispersing type reinforcing bar-steel strand cage of two supporting bodies structural representation of (connecting without elongated reinforcing bar between two supporting bodies);
Fig. 1 b is the A-A sectional view of Fig. 1 a;
Fig. 1 c is the B-B sectional view of Fig. 1 a;
Fig. 2 a is the structural representation of the second embodiment of the utlity model has pressure dispersing type reinforcing bar-steel strand cage of two supporting bodies (having elongated reinforcing bar to connect between two supporting bodies);
Fig. 2 b is the C-C sectional view of Fig. 2 a;
Fig. 2 c is the D-D sectional view of Fig. 2 a;
Fig. 3 a is the first embodiment (connecting without elongated reinforcing bar between two the adjacent supporting bodies) structural representation that the utlity model has pressure dispersing type reinforcing bar-steel strand cage of three supporting bodies;
Fig. 3 b is the E-E sectional view of Fig. 3 a;
Fig. 3 c is the F-F sectional view of Fig. 3 a;
Fig. 3 d is the G-G sectional view of Fig. 3 a;
Fig. 4 a is the second embodiment (having elongated reinforcing bar to connect between two the adjacent supporting bodies) structural representation that the utlity model has pressure dispersing type reinforcing bar-steel strand cage of three supporting bodies;
Fig. 4 b is the H-H sectional view of Fig. 4 a;
Fig. 4 c is the I-I sectional view of Fig. 4 a;
Fig. 4 d is the J-J sectional view of Fig. 4 a.
The specific embodiment
Referring to Fig. 1 a-Fig. 4 d, a kind of pressure dispersing type prestress pulling resistant of the utility model anti-floating pile, comprise the reinforcing bar-steel strand cage being cast in concrete, it is characterized in that: described reinforcing bar-steel strand cage comprises that 12 welding form two sections of above discontinuous reinforcing cage 1(with spiral reinforcement by axial reinforcement 11) be axially connected, the upper end of reinforcing cage 1 topmost does not enter reinforced concrete floor 6, the welding forming V-shape bottom 13, lower end of each section of reinforcing cage 1.At reinforcing cage 1 outboard shafts to through several steel strand 2 of being uniformly distributed along the circumference, the upper end of steel strand 2 and described reinforced concrete floor 6 are fixing, the VXing bottom, lower end 13 of steel strand 2 is protected through (lower end) of 3 pairs of steel strand 2 of a guard circle, forms the part binding prestress pressure dispersing type resistance to plucking anti-floating pile cage of two above supporting bodies; Between adjacent reinforcing bar-steel strand cage of two sections, with axial power transmission pipe 4, connect, make its axle power have two or more axially loaded peak values along the axis direction of stake.
The axial reinforcement 11 of the reinforcing cage 1 described in every section can arrange separately (as shown in Fig. 1 a and Fig. 3 a), or is elongated reinforcing bar 11 ' (through the axial reinforcement 11 of each section of reinforcing cage 1, as shown in Fig. 2 a and Fig. 4 a).The lower end peeling 2 ~ 4m of these steel strand 2, is divided into two groups or the many groups of bottoms through reinforcing cage 1, and with 4 pairs of steel strand 2 of guard circle, protects respectively.
Described power transmission pipe 3 can be the pipe that iron and steel equal strength is high, the pipe that also reinforced concrete prefabricated pipe, or other materials with suitable intensity is made.
The typical process flow of the utility model construction (pile) method as shown in Figure 1, is carefully stated below in conjunction with specific embodiment and Fig. 1-Fig. 4:
1, measure unwrapping wire fixed pile: first on smooth location, measure unwrapping wire fixed pile, guide pile is carried out with measuring apparatus in two ends, prevent from when deviation from appearring in stake position checking at any time; Fixed pile is normally made a call to a deep hole on the ground with drill rod or card punch, pours into albarium powder, and in stake position, the distinguishing marks such as reinforcing rod are plugged at place.
2, long-spiral drilling machine punching in place: utilize two-wire hammer method respectively from both sides to rig leveling, guarantee rig level, guarantee that the perpendicularity deviation of drilling tool is within 0.5% scope simultaneously.Depending on soil layer, water level, surrounding enviroment situation, can take to hole in turn or " jump and beat " (can jump a hole or a plurality of hole).
3, concrete preparation: agitator must carry out retrial to the cement entering the station, sand, stone and additive, can be used after qualified.Especially the slump is required to meet long screw auger pressure deposited and use, be generally 200 ~ 240mm, control coarse aggregate size and be not more than 20mm.For meeting workability needs and industrial waste utilization, mix in right amount flyash, flyash also has low strength cement effect.
4, reinforcing bar-steel strand cage (abbreviation cage) is made: it is crucial that pressure dispersing type reinforcing bar-reinforcing bar line cage is made; this Patent design has two kinds to commonly use: a kind of is as shown in Fig. 1 a-1c, Fig. 3 a-3d; reinforcing cage 1 is respectively two sections and three sections of discontinuous cages; the axial reinforcement 11 of cage upper end does not penetrate reinforced concrete floor 6(and is positioned at stake top); and lower end is " V " font; steel strand 2 are crooked with bending machine in advance; through reinforcing cage 1 outside, and be connected into 2 protections of 3 pairs of steel strand of annular guard ring with steel bar welding.Form two (or a plurality of) supporting bodies, between two supporting bodies, with power transmission pipe 4, connect, guarantee that conveying device can will arrive design attitude under cage.The conventional prefabricated reinforced concrete pipe of this power transmission pipe 4.Another kind of as shown in Fig. 2 a-2c, Fig. 4 a-4d, axial reinforcement 11 parts between all reinforcing cages 1 adopt elongated reinforcing bar 11 ', the reinforcing bar of cage upper end does not penetrate base plate, two parts lower end is " V " font, steel strand 2 are crooked with bending machine in advance, pass the outside of two parts reinforcing cage 1, and with steel bar welding, be connected into the periphery, lower end of 3 couples of steel strand 2(of annular guard circle) protect; Form two (or a plurality of) supporting bodies, between two supporting bodies, with power transmission pipe 4, connect, guarantee that conveying device can will arrive design attitude under cage.The conventional prefabricated reinforced concrete pipe of this power transmission pipe 4.
5, coagulation soil pressure is filled with: long-spiral drilling machine gets into after design elevation, turn on pump is carried the concrete being up to the standards, lift from 20 ~ 30cm at the bottom of hole, press in filling process and want continuously, run into termination of pumping or concrete can not be without interruption time, activity at set intervals once, or is beaten under pump number, avoids concrete coagulation; Filling, to aperture is located, is fallen into earth and is caused folder mud while avoiding lower cage.
6, reinforcing bar-steel strand cage inserts: with crane gear, vibrating tube is penetrated in cage and sling, utilize its deadweight to sink, in the time of can not reaching projected depth, start vibrating hammer, vibration is inserted, and takes during insertion reliable correcting measure to guarantee the verticality of cage.Steel strand 2 upper ends exceed base plate 0.8 ~ 1.0m, and after reinforced concrete floor 6 has been constructed, before steel strand 2 lockings, these part non-bending steel cable 2 crusts are peelled off, and grease is removed, and in order to steel strand, lock.
7, the symmetrical locking of steel strand 2: reach after requirement at pile driving construction, remove inter-pile soil, chisel out protection pile crown, carry out base plate 6 constructions after carrying out waterproof, carry out the protection work of steel strand in whole process, avoid steel strand top to scatter.After reinforced concrete floor waterproof is carried out, carry out stretch-draw and lock with anchor head 7, or being locked in reinforced concrete floor 6 upper surfaces or being locked in reinforced concrete floor 6 reserved locations, as shown in Figure 2, Figure 4 shows.During locking, will find mark, symmetry is carried out, and the steel strand 2 of same color are wanted the locking of drawing simultaneously.For adopting ohmer measurement, checks by reliable meter.As on base plate without earthing, can be locked in stake top upper, after its exposed parts 0.8 ~ 1.0m peeling degrease steel strand and reinforcing bar binding, squeeze in reinforced concrete floor 6 concrete, as shown in Figure 1, Figure 3.
Claims (3)
1. a pressure dispersing type prestress pulling resistant anti-floating pile, comprise the reinforcing bar-steel strand cage being cast in concrete, it is characterized in that: described reinforcing bar-steel strand cage comprises that two sections of above discontinuous reinforcing cages axially connect, the upper end of reinforcing cage topmost does not enter reinforced concrete floor, the welding forming V-shape bottom, lower end of each section of reinforcing cage; At reinforcing cage outboard shafts, to the several steel strand through being uniformly distributed along the circumference, the upper end of steel strand and described reinforced concrete floor are fixed, and the VXing bottom, lower end of steel strand is through a guard circle; Between adjacent reinforcing bar-steel strand cage of two sections, with axial power transmission pipe, connect.
2. pressure dispersing type prestress pulling resistant anti-floating pile according to claim 1, is characterized in that: the axial reinforcement of the reinforcing cage described in every section is elongated reinforcing bar; The lower end peeling 2 ~ 4m of these steel strand, is divided into two groups or many groups through reinforcing cage, and with guard circle, steel strand is protected respectively.
3. pressure dispersing type prestress pulling resistant anti-floating pile according to claim 1, is characterized in that: described steel strand adopt anchor head symmetry to be locked in stake top above or the reserved location of reinforced concrete floor.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320624180.1U CN203514305U (en) | 2013-10-11 | 2013-10-11 | Pressure dispersing type prestressing force anti-pulling anti-floating pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201320624180.1U CN203514305U (en) | 2013-10-11 | 2013-10-11 | Pressure dispersing type prestressing force anti-pulling anti-floating pile |
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| CN203514305U true CN203514305U (en) | 2014-04-02 |
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| CN201320624180.1U Expired - Lifetime CN203514305U (en) | 2013-10-11 | 2013-10-11 | Pressure dispersing type prestressing force anti-pulling anti-floating pile |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526751A (en) * | 2013-10-11 | 2014-01-22 | 北京建材地质工程公司 | Pressure dispersing type prestress anti-lifting anti-floating pile and construction method |
| CN116556323A (en) * | 2023-07-10 | 2023-08-08 | 中国建筑第六工程局有限公司 | Underground station bottom plate adjustable uplift pile adopting cover-excavation method and construction method |
-
2013
- 2013-10-11 CN CN201320624180.1U patent/CN203514305U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526751A (en) * | 2013-10-11 | 2014-01-22 | 北京建材地质工程公司 | Pressure dispersing type prestress anti-lifting anti-floating pile and construction method |
| CN116556323A (en) * | 2023-07-10 | 2023-08-08 | 中国建筑第六工程局有限公司 | Underground station bottom plate adjustable uplift pile adopting cover-excavation method and construction method |
| CN116556323B (en) * | 2023-07-10 | 2023-10-10 | 中国建筑第六工程局有限公司 | Underground station bottom plate adjustable uplift pile adopting cover-excavation method and construction method |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140402 |