CN201390970Y - Connecting device for pre-stressed pile and bearing platform or reaction frame - Google Patents
Connecting device for pre-stressed pile and bearing platform or reaction frame Download PDFInfo
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- CN201390970Y CN201390970Y CN200920040695U CN200920040695U CN201390970Y CN 201390970 Y CN201390970 Y CN 201390970Y CN 200920040695 U CN200920040695 U CN 200920040695U CN 200920040695 U CN200920040695 U CN 200920040695U CN 201390970 Y CN201390970 Y CN 201390970Y
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- pile
- reaction frame
- stiffening ring
- stake
- cushion cap
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Abstract
The utility model relates to a connecting device and a method for pre-stressed pile and bearing platform or reaction frame; the connecting device comprises a rigid ring and a plurality of steel bars fixedly connected with the rigid ring; the steel bars are fixedly connected with the bearing platform or reaction frame, the rigid ring is fixedly connected with the pile through a wedge block. Firstly, the rigid ring is arranged in the outer ring or inner ring of the pile; secondly, the wedge block is placed between the rigid ring and the pile; thirdly, the wedge block is hammered to enter the clearance between the rigid ring and the pile; finally, the rigid ring and pile are casted by concrete and steel bars to form a bearing platform or reaction frame; the bearing platform or reaction frame is fixedly connected with the pile through steel bars. The method simplifies the connection construction process of compressive pile and bearing platform or reaction frame, and compensates the construction method of pre-stressed pile used as uplift pile and bearing platform or reaction frame; the connecting device and method for pre-stressed pile and bearing platform or reaction frame is applicable to uplift pile, compressive pile or pile cutting, and has wide application range, low cost, simple operation and popularization value.
Description
Technical field
The present invention relates to build the linkage and the method for prestressed middle short side stake or pile tube and cushion cap or reaction frame.
Background technology
In the construction work, stake need be at the anchor bar of the top of stake reservation sufficient length with being connected of cushion cap, and prestressed pile all is provided with the stretch-draw end plate because manufacture craft needs at the stake two ends, does not have conventional exposed steel bar.Therefore we can say that prestressed pile is " bald head stake ", to be connected difficulty big with cushion cap or other reaction frame.
Prestressed pile is connected the shortcoming that exists with cushion cap at present has:
The method of attachment of stake and cushion cap when 1, only clear and definite prestressed pile is used as compressive pile in the prior art design, based on reinforcing bar weld, in stake the concrete perfusion reinforcing bar, constructional difficulties, quality is wayward.Prestressed pile cavity space is narrow and small, and internal diameter is generally 160mm～580mm, and piling construction finishes place when excavation, and cavity is full of muddy water, and what have slides into piece stone, all must labor cleaning, very difficulty.Can be stressed synchronously in the prior art for the top and the cushion cap that reach stake, the concrete perfusion reinforcing bar proposes harsh technical requirements in the subtend stake, as " before the placing of concrete; the laitance of pile tube inner surface should be disposed and cleaned up " this point, general diameter is the pile tube of 500mm, the not enough 300mm of pile tube internal diameter, in the aperture of pile tube internal diameter 300mm, remove 1～2 meter even laitance on pile tube inwall when darker, almost can not realize at building-site, if laitance is not removed totally, cause having interlayer between the concrete that pours into and the pile tube inwall, thereby can not produce constraint preferably; In addition, in the aperture of the not enough 300mm of the diameter that is covered with reinforcing bar, pour into 1m～2m even darker closely knit concrete, need cost great amount of manpower, machinery to cooperate, very high to constructor's competency profiling, final result often differs greatly with expection, might stay hidden danger to engineering, as Fig. 1.
2, urban development now is rapid, underground structure, tall and slender structure etc. all need to design uplift pile, not only pure basement uses uplift pile, special pile foundation to require to bear uplift resistance, test detects and uses anchoring pile, resistance to plucking test counterforce device etc., and stake is connected with cushion cap or reaction frame all to need to satisfy transmits uplift resistance and construct requirement; And now great majority have the pile foundation engineering of basement, the situation that the uplift pile of ubiquity compressive pile double as construction stage is used, and in this case, compressive pile will connect by the uplift pile requirement with being connected also of cushion cap.Otherwise, when the crack reason appears in the analysis basement, be difficult to judge how many effectively resistance to plucking counter-force effects are compressive pile provide in the foundation construction stage.For being connected of uplift pile and cushion cap, substantially there is not prestressed pile to be used as the detailed design that uplift pile is used, just require the whole longitudinal prestressing reinforcing bars of pile body should anchor into cushion cap and be not less than 50 times of bar diameters, and must not be less than 500mm, and prestressing force pile body concrete strength height, fragility are big, pile body cross section concrete size is thinner, be generally annular or square-outside and round-inside shape, quality control requirement strictness when cutting stake, the general cutter special tool that adopts cuts off, when needs separated prestressed reinforcement, difficulty of construction was very big, often the bottom pile body was damaged.
The utility model content
In order to overcome above defective, the technical problem to be solved in the present invention is: propose a kind of applied widely, the linkage of construct simple prestressed pile and cushion cap or reaction frame.
The technical solution adopted in the present invention is: the linkage of a kind of prestressed pile and cushion cap or reaction frame, linkage comprises stiffening ring, be fixedly connected with the complex root reinforcing bar on the stiffening ring, reinforcing bar is fixedlyed connected with cushion cap or reaction frame, and stiffening ring is fixedlyed connected by carving piece with stake.
According to another preferred embodiment, the linkage of prestressed pile and cushion cap or reaction frame comprises that further described stiffening ring adopts steel to make.
According to another preferred embodiment, the linkage of prestressed pile and cushion cap or reaction frame comprises that further the thickness of described stiffening ring is 5mm～50mm, and the height of stiffening ring is 50mm～500mm.
According to another preferred embodiment, the linkage of prestressed pile and cushion cap or reaction frame comprises that further described stake is pile tube or middle short side stake, and stiffening ring corresponds to annulus or Fang Huan.
According to another preferred embodiment, the linkage of prestressed pile and cushion cap or reaction frame comprises that further described reinforcing bar is evenly distributed on the stiffening ring circumference.
According to another preferred embodiment, the linkage of prestressed pile and cushion cap or reaction frame further comprises described carving on the circumference in gap that piece is evenly distributed on stiffening ring and stake.
The invention has the beneficial effects as follows:
1, prestressed pile of the present invention and cushion cap or reaction frame mechanical connection, method is simple, be applicable to the normal absolute altitude of construction, and improper absolute altitude cut stake, pile extension etc. and contain various operating modes, it is stronger to make prestressed pile be used for the uplift pile applicability, the resistance to plucking ability is further promoted, and can give full play to the tensile property advantage of prestressed structure;
2, solve prestressed pile and be used for resistance to plucking reserved steel bar problem; prestressed pile concrete strength height, big, the wall thickness of fragility; be not suitable for the broken concrete of sledgehammer hammering and peel off the processing mode of reinforcing bar; in the prior art; it is too big that prestressed reinforcement is peeled off the mode difficulty of construction, is difficult to the desired protection to pile body of the standard that reaches.Because prestressed reinforcement should not weld, the reinforcing bar length of peeling off is longer, strengthens with pile length, the work of splitting stake is very loaded down with trivial details, and side of the present invention cuts the prestressed pile of stake to needs, takes unified cutting to cut a method, stake top concrete is smooth injury-free, makes prestressed pile reach peak performance;
3, solve the prestressed pile cavity and irritated core processing construction difficult problem, less demanding to removing pile tube inwall laitance.The present invention and pile tube produce constraint preferably; In addition, reduced cost, engineering has been eliminated hidden danger.The present invention makes a top firmly be connected with cushion cap or reaction frame by mechanical external force, and construction does not have specific (special) requirements to core grouted concrete, irritates the effect that core only plays close and protect, can finish with cushion cap or basement bottom board fluid concrete.The perfusion degree of depth only is the structure requirement, and the degree of depth requires low;
This method is compared with prior art, simplified compressive pile and be connected construction technology with cushion cap, replenished the job practices of stake and cushion cap or reaction frame when prestressed pile is used as uplift pile, no matter resistance to plucking still is resistance to compression or cuts situations such as stake and can handle, applied widely, with low cost, simple to operate, but industrialization processing, construction period is short, quality is controlled easily, on engineering is used general character is arranged, and has promotional value.
Description of drawings
The present invention is further described below in conjunction with drawings and Examples.
Fig. 1 is the structural representation of prior art;
Fig. 2 is the structural representation that the pile tube of the preferred embodiments of the present invention is connected with cushion cap or reaction frame;
Fig. 3 is the structural representation that the pile tube of another preferred embodiment of the present invention is connected with cushion cap or reaction frame;
Fig. 4 is the stiffening ring schematic cross-section of Fig. 2 band reinforcing bar;
Among the figure: 1, stake, 3, cushion cap, 3 ', reaction frame, 5, stiffening ring, 7, reinforcing bar, 9, carve piece.
The specific embodiment
The present invention is further detailed explanation with preferred embodiment in conjunction with the accompanying drawings now.These accompanying drawings are the schematic diagram of simplification, basic structure of the present invention only is described in a schematic way, so it only show the formation relevant with the present invention.
Embodiment 1:
It as Fig. 2 the structural representation of pile tube 1 inner surface and the cushion cap 3 of the preferred embodiments of the present invention or reaction frame 3 ' be connected, wherein, be fixedly connected with the reinforcing bar 7 of a plurality of symmetries on the stiffening ring 5, reinforcing bar 7 with preferably adopt being connected of stiffening ring 5 welding or be threaded, stiffening ring 5 external diameters are than the little 20mm at least of restrained stake 1 internal diameter, the stiffening ring 5 preferred steel that adopt are made, stiffening ring 5 thickness are selected 10～30mm according to the uplift resistance needs, upper-thin-lower-thick, every root canal pile 1 uses as required and carves piece 9 quantity, and it is up big and down small to carve piece 9, adopts cast steel or Quenching Treatment, when filling in the gap of stiffening ring 5 and stake 1, rap earlier with hand hammer, each carve piece 9 all put into determine the position after, evenly knock with sledgehammer, till stiffening ring 5 is slightly swelled, thereby guaranteed that stiffening ring 5 fixedlys connected with pile tube 1; Then use concrete 11 and reinforcing bar 7 to water to build up cushion cap 3 or reaction frame 3 ', and then by reinforcing bar 7 with cushion cap 3 or reaction frame 3 ' fixedly connected with 1.Stiffening ring 5 preferably is placed on following 500mm place, stake 1 top.During for engineering piles 1 construction, inject antirust oil between the gap of stiffening ring 5 and stake 1, the preferred butter of the present invention is carved piece 9, stiffening ring 5 anti-corrosions and compatible deformation with protection.In addition, also scribble high-strength structure glue by stake 1 a wall side carving piece 9, guaranteed to carve the frictional force of 9 pairs of stake 1 sidewalls of piece.During for 1 construction of the pile tube on the engineering, clean up in 1～2 times of stake footpath depth bounds of pile tube 1 inwall, hang the steel sheet back cover with 3 6mm reinforcing bars, cast cushion cap 3 or reaction frame 3 ' time penetration concrete 11 sealing of holes in pile tube 1.
It is as follows that cushion cap is built process:
Selecting stake 1 body master muscle for use is 10 diameter 10.7mm presstressed reinforcing steels, when being used as uplift pile, gets prestressed reinforcement standard value 1278kN as vertical ultimate uplift resistance of single pile.When stake 1 top end plate disappearance, stake 1 and cushion cap 3 or reaction frame 3 ' be connected, the II grade reinforcing steel 7 of joining 6 diameter 30mm, anchorage length is got 1200mm (needing the steel area conversion by actual tension), one end bending 300mm, one end is welded on the stiffening ring 5, before the construction, 600mm is dark with removing in stake 1 hole, and stake 1 top concrete fragmentation should be excised, and puts down the stiffening ring 5 of 20mm wall thickness, uniformly outside stiffening ring 5 fill in 8 and carve piece 9, rap with hand hammer earlier and fixedly carve piece 9 permanent positions, knock with 10 pounds of sledgehammer symmetries then and carve piece 9, till stiffening ring 5 slight expansions.Stiffening ring 5 steel sheet back cover is squeezed into butter between stiffening ring 5 and stake 1 body slit, carve piece 9, stiffening ring 5 anti-corrosions and compatible deformation with protection, cast cushion cap 3 or reaction frame 3 ' time penetration concrete 11 sealing of holes.
Embodiment 2:
Structural representation as the pile tube 1 of Fig. 3 the preferred embodiments of the present invention and cushion cap 3 or reaction frame 3 ' be connected, wherein, be fixedly connected with the reinforcing bar 7 of a plurality of symmetries on the stiffening ring 5, reinforcing bar 7 is connected preferred employing welding or is threaded with stiffening ring 5, stiffening ring 5 is with restrained stake 1 appearance, internal diameter is than restrained stake 1 external diameter 20mm greatly at least, the stiffening ring 5 preferred steel that adopt are made, the thickness of stiffening ring 5 is selected 10～30mm according to the uplift resistance needs, and stiffening ring 5 high 100～150mm, every pile 1 select to carve piece 9 quantity as required, it is up big and down small to carve piece 9, adopt cast steel or Quenching Treatment, when filling in the gap of stiffening ring 5 and stake 1, rap with hand hammer earlier, each carve piece 9 all put into determine the position after, evenly knock with sledgehammer, stiffening ring 5 is slightly swelled till, thereby guaranteed that stiffening ring 5 fixedlys connected with pile tube 1; Then use concrete 11 and reinforcing bar 7 to water to build up cushion cap 3 or reaction frame 3 ', and then by reinforcing bar 7 with cushion cap 3 or reaction frame 3 ' fixedly connected with 1.Stiffening ring 5 preferably is placed on following 500mm place, stake 1 top.
It is as follows that cushion cap is built process:
Stake 1 body master muscle is 10 diameter 10.7mm presstressed reinforcing steels, when being used as uplift pile, gets prestressed reinforcement standard value 1278kN as vertical ultimate uplift resistance of single pile.When stake 1 top end plate disappearance, stake 1 and cushion cap 3 or reaction frame 3 ' be connected, join the II grade reinforcing steel 7 of 6 diameter 30mm, anchorage length is got 800mm (needing the steel area conversion by actual tension), one end bending 300mm, an end is welded on the stiffening ring 5, stiffening ring 5 internal diameter 520mm.Before the construction, 1 excavation of stake is exposed 300mm, stake 1 top concrete fragmentation should be excised, and puts the stiffening ring 5 of 20mm wall thickness, and stiffening ring 5 height are got 100mm, stiffening ring 5 tops are lower than the about 50mm in stake 1 top, uniformly in stiffening ring 5 fill in 8 and carve piece 9, rap with hand hammer earlier and fixedly carve piece 9 permanent positions, knock with 10 pounds of sledgehammer symmetries then and carve piece 9, pass more than the stiffening ring 20mm up to carving piece 9 lower ends, till the stiffening ring 5 slight expansions.Seal stiffening ring 5 end openings with ooze, between stiffening ring 5 and stake 1 body slit, squeeze into butter, carve piece 9, stiffening ring 5 anti-corrosions and compatible deformation with protection.
And the Global Macros method of stiffening ring 5 is as follows: adopt outsourcing cast-in-situ concrete 11 modes; stiffening ring 5 positions are downward, the native excavation in the outside and bed course; adopt concrete 11 to wrap up fully; and the sealing processing method in stake hole, 1 hole is; to clean up in 1～2 times of stake footpath depth bounds in stake 1 hole; hang the steel sheet back cover with 3 6mm reinforcing bars, cast cushion cap 3 or reaction frame 3 ' time penetration concrete sealing of hole.
Fig. 4 is stiffening ring 5 schematic cross-sections of Fig. 2 band reinforcing bar 7, be symmetrically distributed on the stiffening ring 5 by reinforcing bar 7, thereby with the uplift resistance of stake 1 evenly be passed to cushion cap 3 or reaction frame 3 ', make cushion cap 3 or reaction frame 3 ' steadily stressed, guarantee cushion cap 3 or reaction frame 3 ' on building not influenced by external force.
With above-mentioned foundation desirable embodiment of the present invention is enlightenment, and by above-mentioned description, the related work personnel can carry out various change and modification fully in the scope that does not depart from this invention technological thought.The technical scope of this invention is not limited to the content on the manual, must determine its technical scope according to the claim scope.
Claims (6)
1, the linkage of a kind of prestressed pile (1) and cushion cap (3) or reaction frame (3 '), it is characterized in that: linkage comprises stiffening ring (5), be fixedly connected with complex root reinforcing bar (7) on the stiffening ring (5), reinforcing bar (7) is fixedlyed connected with cushion cap (3) or reaction frame (3 '), and stiffening ring (5) is fixedlyed connected by carving piece (9) with stake (1).
2, the linkage of prestressed pile as claimed in claim 1 and cushion cap (3) or reaction frame (3 ') is characterized in that: described stiffening ring (5) adopts steel to make.
3, the linkage of prestressed pile as claimed in claim 1 and cushion cap (3) or reaction frame (3 '), it is characterized in that: the thickness of described stiffening ring (5) is 5mm～30mm, the height of stiffening ring (5) is 50mm～500mm.
4, as the linkage of claim 1 or 2 or 3 described prestressed piles and cushion cap (3) or reaction frame (3 '), it is characterized in that: described stake (1) is pile for prestressed pipe or middle short side stake, and stiffening ring (5) corresponds to annulus or Fang Huan.
5, as the linkage of claim 1 or 2 or 3 described prestressed piles and cushion cap (3) or reaction frame (3 '), it is characterized in that: described reinforcing bar (7) is evenly distributed on stiffening ring (5) circumference.
6, as the linkage of claim 1 or 2 or 3 described prestressed piles and cushion cap (3) or reaction frame (3 '), it is characterized in that: described carving on the circumference in gap that piece (9) is evenly distributed on stiffening ring (5) and stake (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200920040695U CN201390970Y (en) | 2009-04-22 | 2009-04-22 | Connecting device for pre-stressed pile and bearing platform or reaction frame |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200920040695U CN201390970Y (en) | 2009-04-22 | 2009-04-22 | Connecting device for pre-stressed pile and bearing platform or reaction frame |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201390970Y true CN201390970Y (en) | 2010-01-27 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN200920040695U Expired - Lifetime CN201390970Y (en) | 2009-04-22 | 2009-04-22 | Connecting device for pre-stressed pile and bearing platform or reaction frame |
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| CN (1) | CN201390970Y (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102814860A (en) * | 2012-07-16 | 2012-12-12 | 南京工业大学 | Processing method of pre-stress concrete pile with threads or groove structure |
| CN102979100A (en) * | 2013-01-07 | 2013-03-20 | 武汉倡文科技咨询有限公司 | Foundation pile drawing anchorage device |
| CN108223460A (en) * | 2018-01-09 | 2018-06-29 | 江苏绩优机电科技有限公司 | Submerged axial-flow propeller pump |
-
2009
- 2009-04-22 CN CN200920040695U patent/CN201390970Y/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102814860A (en) * | 2012-07-16 | 2012-12-12 | 南京工业大学 | Processing method of pre-stress concrete pile with threads or groove structure |
| CN102979100A (en) * | 2013-01-07 | 2013-03-20 | 武汉倡文科技咨询有限公司 | Foundation pile drawing anchorage device |
| CN108223460A (en) * | 2018-01-09 | 2018-06-29 | 江苏绩优机电科技有限公司 | Submerged axial-flow propeller pump |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20100127 Effective date of abandoning: 20090422 |