CN104863124A - Device and method for utilizing bearing force of soil between cast-in-place piles - Google Patents
Device and method for utilizing bearing force of soil between cast-in-place piles Download PDFInfo
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- CN104863124A CN104863124A CN201510237421.0A CN201510237421A CN104863124A CN 104863124 A CN104863124 A CN 104863124A CN 201510237421 A CN201510237421 A CN 201510237421A CN 104863124 A CN104863124 A CN 104863124A
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Abstract
The invention discloses a device and method for utilizing bearing force of soil between cast-in-place piles. The device comprises a steel end plate, a first XPS plate, a second XPS plate, cast-in-place pile main ribs and cast-in-place pile annular bearing rods. The steel end plate is a circular plate with an annular groove in a circular ring shape. A plurality of connection blocks are arranged in the circular-ring-shaped annular groove so that the portions, located inside and outside the circular-ring-shaped annular groove, of the steel end plate can be connected into a whole. The first XPS plate is an annular plate, wherein the size of the first XPS plate is the same as that of the portion, located outside the annular groove, of the steel end plate. The second XPS plate is a circular plate, wherein the size of the second XPS plate is the same as that of the portion, located inside the annular groove, of the steel end plate. The first XPS plate and the second XPS plate are located at the upper end of the steel end plate which is arranged at the upper end of a PHC pipe pile. The cast-in-place pile main ribs extend out of the annular groove of the steel end plate, an annular groove of the first XPS plate and an annular groove of the second XPS plate along circumferences and extend upwards into a bearing platform or a raft. By means of the device and method, the bearing force of the soil between the cast-in-place piles is brought into full play and fully utilized; burdens on foundation piles can be reduced; the manufacturing cost can be reduced; and the economical efficiency can be increased.
Description
Technical field
The present invention relates to a kind of castinplace pile, particularly relate to a kind of device and method utilizing soil bearing capacity between grout pile, be applicable to basement process.
Background technology
Pile foundation is the base form that field of civil engineering is commonly used, and it uses the history of existing more than one thousand years.Along with superstructure height increases, form is complicated gradually, requires enough large bearing capacity of foundation soil, also just correspondingly needs more and more higher bearing capacity of single pile.The method of raising bearing capacity of pile foundation conventional at present has: (1) develops new pile foundation form, by changing pile foundation shape, improves the ability that it resists certain type load; (2) pile concrete of high strength is used; (3) use more ripe construction technology, increase stake long, improve pile quality; (4) change multi-column pier foundation layout, make clump of piles supporting capacity obtain more rationally utilizing efficiently.These methods greatly enhance the supporting capacity of stake self, but also there is cost increase, the problem that design and construction are complicated.
Castinplace pile is one of current the most widely used pile foundation form.It can by changing stake footpath, pilespacing flexibly, and under meeting different site condition, superstructure is to the demand of bearing capacity.In practice, for superstructure load is delivered to darker soil layer, and by pile side friction and stake end reaction and load equilibrium, require pile crown place to embed cushion cap, ensure being rigidly connected of stake and cushion cap, make foundation pile become the rigid support of superstructure.Under such circumstances, inter-pile soil is after consolidation settlement after a while, and effectively do not contact with between cushion cap or raft plate, its bearing capacity is not in full use.In upper load applying process, the initial period, stake sedimentation is very little, and the sedimentation of cushion cap or raft plate is limited by stake, can not further to inter-pile soil load application.Along with load increases, stake sedimentation increases, and this situation makes moderate progress, but the contact of cushion cap and inter-pile soil remains insufficient, and stake still assume responsibility for most of load, and the bearing capacity of inter-pile soil is not fully played.If the bearing capacity of energy Appropriate application foundation soil, then can bear the load of superstructure to a great extent, alleviate the ratio that pile foundation bears load, thus improve the bearing capacity on basis on the whole.
Summary of the invention
For improving pile foundation integrated carrying ability, the invention provides a kind of method giving full play to and utilize soil bearing capacity between grout pile, the burden of foundation pile can be alleviated, thus meet the load requirement that superstructure increases day by day, reduce cost, increase economy.
This invention is by increasing a kind of device of adjustment sedimentation of appropriate design on castinplace pile top, the effective interaction of cushion cap or raft plate and inter-pile soil is made in load-bearing process, cushion cap or raft plate fully can be contacted with inter-pile soil, reach the object of the bearing capacity making full use of inter-pile soil.Under the prerequisite ensureing pile foundation intensity, rigidity, foundation soil is fully out of shape, thus plays bearing capacity.
The object of the invention is achieved through the following technical solutions:
Utilize a device for soil bearing capacity between grout pile, comprise steel end plate, the first XPS plate, the second XPS plate, the main muscle of castinplace pile, castinplace pile toroidal frame stud; Steel end plate is the circular slab with cannelure; Cannelure is annular, is provided with multiple contiguous block in annular, and by integral for the steel end plate connection inside and outside annular, the external diameter of steel end plate is identical with the external diameter of castinplace pile; First XPS plate is annular slab, and size is with the steel end plate outside cannelure; Second XPS plate is circular slab, and size is with the steel end plate in cannelure; First XPS plate and the second XPS plate are positioned at the upper end of steel end plate; Steel end plate is arranged on PHC pile tube upper end; The many main muscle of castinplace pile are circumferentially evenly arranged in castinplace pile, in castinplace pile, interval 200-250mm arranges a castinplace pile toroidal frame stud from top to bottom, castinplace pile toroidal frame stud is circular, be connected with the many main muscle of castinplace pile in same level cross section, concrete perfusion in castinplace pile, the many main muscle of castinplace pile circumferentially stretch out from the cannelure of steel end plate and the cannelure of the first XPS plate and the second XPS plate, the main muscle of the castinplace pile length extended upwardly in cushion cap or raft plate is greater than 500mm or to cushion cap end face reinforcing bar place, concrete cushion is arranged on foundation soil surface; Concrete cushion upper end is provided with cushion cap or raft plate;
Controlling the main muscle diameter of castinplace pile is 20 ~ 28mm, and the main muscle reinforcement ratio of castinplace pile is 0.65% ~ 0.2%; First XPS plate and the second XPS plate are all XPS plates; Second XPS plate thickness of the first XPS plate is identical, and thickness h is determined by following design formulas (1) and formula (2):
Wherein, p is the stake top pressure of castinplace pile, Q
pube castinplace pile ultimate bearing capacity of single pile, determine according to stake footpath and engineering site condition, A
pit is the sectional area of castinplace pile.
For realizing the object of the invention further, preferably, the external diameter 100-150mm less of the internal diameter of castinplace pile of described cannelure, breach internal diameter is compared with the little 200-250mm of the internal diameter of castinplace pile.
Preferably, in described castinplace pile, the main muscle of castinplace pile stretches into the higher value that castinplace pile length is 3D and 1.5m downwards, and D is castinplace pile diameter; The many main muscle of castinplace pile distribute along castinplace pile sectional uniform at horizontal plane.
Preferably, described steel end plate and boning with glue between the first XPS plate and the second XPS plate.
Preferably, described castinplace pile toroidal frame stud welds with the main muscle of every root castinplace pile.
Preferably, described reinforcement ratio is main muscle sectional area and the ratio of dowel section area.
Preferably, the thickness of described steel end plate 1 is 5-10mm.
Preferably, the round frame stud of described castinplace pile toroidal frame stud to be diameter be 6mm.
Preferably, the thickness of described concrete cushion is 100-300mm.
A kind of apply said apparatus utilize the method for soil bearing capacity between grout pile: be welded on the main muscle of castinplace pile by castinplace pile toroidal frame stud, put into castinplace pile, then concreting when filling pile construction, the main muscle of castinplace pile protrudes upward castinplace pile; Steel end plate is bonding with the first XPS plate and the second XPS plate; After filling pile construction, steel end plate is set on stake top, the first XPS plate and the second XPS plate are set respectively at steel end plate; Concrete cushion after-pouring cushion cap or raft plate are set, complete foundation construction.
Relative to prior art, tool of the present invention has the following advantages:
1) XPS plate of the present invention be arranged at cushion cap or raft plate and steel end plate between the two, the thickness h of XPS plate is determined according to formula (1) and formula (2), when PHC pile tube load-bearing reaches its ultimate bearing capacity 1/6, corresponding top-out structure completes 1/3 ~ 1/2, its compressive strain reaches 100% substantially, for the PHC pile tube in piles with different footpath, by changing the thickness h of XPS plate, the residual thickness that can control XPS plate is not more than 3mm; When PHC pile tube bearing capacity is given full play to, after XPS plate distortion, thickness is less than 2mm, thus does not have unnecessary distortion in long-term load-bearing process, causes materially affect to underlying security.
2) steel end plate of the present invention is identical with corresponding PHC pipe pile footpath with XPS plate external diameter.Anchor bar is upwards connected with cushion cap or raft plate through the inner circle of steel end plate, and anchor bar stretches in PHC pile tube downwards, and in PHC pile tube, handling reinforcement is welded on anchor bar, and three forms an entirety; Anchor bar and handling reinforcement are combined in the wadding weft variation of building in PHC pile tube, ensure that PHC pile tube is connected with effective between cushion cap or raft plate, the uniform force of cushion cap or raft plate is delivered on PHC pile tube.
3) the stake footpath d=400mm of common castinplace pile, 500mm, 600mm, 800mm, corresponding to ultimate bearing capacity Q
pu=2000kN, 3000kN, 4000kN, the diameter that the present invention controls the main muscle of castinplace pile is 20-28mm, and XPS plate is enough to anchor bar lateral deflection bent by the PHC pipe pile top pressure in compression process, and therefore anchor bar can not hinder the compression of XPS plate.
4) XPS plate of the present invention is the easy compression layer on stake top, and in Superstructure Construction process, its forced compression, makes cushion cap or raft plate compare foundation pile sedimentation larger, thus produces with inter-pile soil and fully contact, and inter-pile soil starts to play bearing capacity thus.When superstructure completes 1/3 ~ 1/2 height, stake top pressure approximately reaches 1-2MPa.Now the vertical strain of XPS plate is close to 100%, and namely its thickness can be ignored.Cushion cap or raft plate and steel end plate close contact, between no longer there is pressurized weak floor, start oil and pile shared upper load thus, until settlement stability.The maximum settlement of common buildings is no more than 40mm, and the decrement of the XPS plate that this device provides can make the bearing capacity of inter-pile soil be not fully exerted, thus alleviates the burden of foundation pile, effectively improves base integral supporting capacity., can be ignored by the XPS plate thickness compressed, anchor bar ensure that stake is connected with cushion cap or the reliable of raft plate meanwhile.Therefore, the present invention can ensure, on the basis that foundation pile and cushion cap are effectively connected, to make full use of the bearing capacity of inter-pile soil.
Accompanying drawing explanation
Fig. 1 is the scheme of installation that the present invention utilizes the device of soil bearing capacity between grout pile;
Fig. 2 is the top view that the present invention utilizes the device of soil bearing capacity between grout pile.
Fig. 3 is the lateral view of Fig. 2.
Shown in figure: steel end plate 1, first XPS plate 2, second XPS plate 3, the main muscle 4 of castinplace pile, castinplace pile toroidal frame stud 5, castinplace pile 6, concrete cushion 7 and cushion cap or raft plate 8.
Detailed description of the invention
Below in conjunction with drawings and embodiments, the present invention will be further described, but the scope of protection of present invention is not limited to the scope of embodiment statement.
As Figure 1-3, a kind of device utilizing soil bearing capacity between grout pile, comprises steel end plate 1, first XPS plate 2, second XPS plate 3, the main muscle 4 of castinplace pile, castinplace pile toroidal frame stud 5; Steel end plate 1 is the circular slab with cannelure; Cannelure is annular, is provided with multiple contiguous block in annular, by integral for the steel end plate connection inside and outside annular, and the external diameter 100-150mm less of the internal diameter of castinplace pile of preferred cannelure, breach internal diameter is compared with the little 200-250mm of the internal diameter of castinplace pile; The external diameter of steel end plate 1 is identical with the external diameter of castinplace pile; First XPS plate 2 is annular slab, and size is with the steel end plate outside cannelure; Second XPS plate 3 is circular slab, and size is with the steel end plate in cannelure; First XPS plate 2 and the second XPS plate 3 are positioned at the upper end of steel end plate 1; Preferred steel end plate 1 and boning with glue between the first XPS plate 2 and the second XPS plate 3.Steel end plate 1 is arranged on PHC pile tube upper end; The many main muscle 4 of castinplace pile are circumferentially evenly arranged in castinplace pile 6, in castinplace pile 6, interval 200-250mm arranges a castinplace pile toroidal frame stud 5 from top to bottom, castinplace pile toroidal frame stud 5 is circular, be connected with the many main muscle 4 of castinplace pile in same level cross section, preferred castinplace pile toroidal frame stud 5 welds with the main muscle 4 of every root castinplace pile; Concrete perfusion in castinplace pile, the many main muscle 4 of castinplace pile circumferentially stretch out from the cannelure of steel end plate 1 and the cannelure of the first XPS plate 2 and the second XPS plate 3, the main muscle 4 of the castinplace pile length extended upwardly in cushion cap or raft plate 8 is greater than 500mm or to cushion cap end face reinforcing bar place, concrete cushion 7 is arranged on foundation soil surface; Concrete cushion 7 upper end is provided with cushion cap or raft plate 8.Controlling castinplace pile main muscle 4 diameter is 20 ~ 28mm, and radical changes with the change of stake footpath, and castinplace pile main muscle 4 reinforcement ratio is 0.65% ~ 0.2% (paxilla footpath takes large values).Reinforcement ratio is main muscle sectional area and the ratio of dowel section area.First XPS plate 2 and the second XPS plate 3 are all XPS plates, and XPS plate is the abbreviation of polystyrene foam plate, are a kind of conventional architecture exterior wall insulating materials.
In castinplace pile 6, it is the higher value of 3D and 1.5m that the main muscle 4 of castinplace pile stretches into castinplace pile 6 length downwards, and D is castinplace pile diameter; The many main muscle 4 of castinplace pile distribute along castinplace pile 6 sectional uniform at horizontal plane.
Second XPS plate 3 thickness of the first XPS plate 2 is identical, and thickness h is determined by following design formulas (1) and formula (2):
Wherein, p is the stake top pressure of castinplace pile, Q
pube castinplace pile ultimate bearing capacity of single pile, determine according to stake footpath and engineering site condition, A
pit is the sectional area of castinplace pile.After making the abundant load-bearing of castinplace pile, thickness minimum (being less than 2mm) after XPS plate pressurized, thus can not permanent set be produced, ground safety is threatened.
Preferably, the thickness of steel end plate 1 is 5-10mm; Castinplace pile toroidal frame stud 5 is 6@200 round frame studs.The thickness of concrete cushion 7 is 100-300mm.
During application, be welded on by castinplace pile toroidal frame stud 5 on the main muscle 4 of castinplace pile, put into castinplace pile, then concreting when filling pile construction, the main muscle 4 of castinplace pile protrudes upward castinplace pile; Steel end plate 1 is bonding with the first XPS plate 2 and the second XPS plate 3; After castinplace pile 6 is constructed, set gradually steel end plate 1 on stake top, the first XPS plate 2 and the second XPS plate 3 is set respectively at steel end plate 1; Concrete cushion 7 after-pouring cushion cap or raft plate 8 are set, complete foundation construction.
Utilize the key of inter-pile soil bearing capacity to be XPS plate, add XPS plate, when stake top load-bearing, can increase cushion cap sedimentation, make it contact with inter-pile soil composition, inter-pile soil is fully out of shape, and its bearing capacity just can give full play of
Embodiment
Castinplace pile in foundation soil, under being in cushion cap or raft plate.The distribution of castinplace pile, diameter need to select according to concrete engineering and arrange.Prior art does not arrange XPS plate and steel end plate on the stake top of castinplace pile, and castinplace pile and cushion cap or raft plate just connect, and basis is fully after load-bearing, and cushion cap or raft plate fully cannot contact with foundation soil, and its bearing capacity cannot be given full play to.
As shown in Figure 1, a kind of device utilizing soil bearing capacity between grout pile, comprises steel end plate 1, first XPS plate 2, second XPS plate 3, the main muscle 4 of castinplace pile, castinplace pile toroidal frame stud 5; Steel end plate 1 is the circular slab of cannelure; Cannelure is annular, is provided with multiple contiguous block in annular, by integral for the steel end plate connection inside and outside annular, and the external diameter 100mm less of the internal diameter of castinplace pile of preferred cannelure, breach internal diameter is compared with the little 200mm of the internal diameter of castinplace pile; The external diameter of steel end plate 1 is identical with the external diameter of castinplace pile; First XPS plate 2 is annular slab, and size is with the steel end plate outside cannelure; Second XPS plate 3 is circular slab, and size is with the steel end plate in cannelure; First XPS plate 2 and the second XPS plate 3 are positioned at the upper end of steel end plate 1; Steel end plate 1 and boning with glue between the first XPS plate 2 and the second XPS plate 3.Steel end plate 1 is arranged on PHC pile tube upper end; The many main muscle 4 of castinplace pile are circumferentially evenly arranged in castinplace pile 6, and in castinplace pile 6, interval 200mm arranges a castinplace pile toroidal frame stud 5 from top to bottom, and castinplace pile toroidal frame stud 5 is circular, welds with the many main muscle 4 of castinplace pile in same level cross section; Concrete perfusion in castinplace pile, the many main muscle 4 of castinplace pile circumferentially stretch out from the cannelure of steel end plate 1 and the cannelure of the first XPS plate 2 and the second XPS plate 3, the main muscle 4 of castinplace pile extends upwardly into length in cushion cap or raft plate 8 to cushion cap end face reinforcing bar place, and concrete cushion 7 is arranged on foundation soil surface; Concrete cushion 7 upper end is provided with cushion cap or raft plate 8.Controlling the main muscle 4 of castinplace pile is 4 20 reinforcing bars, and castinplace pile toroidal frame stud 5 is 6@200 round frame studs, and the thickness of steel end plate 1 is 10mm.First XPS plate 2 and the second XPS plate 3 are all XPS plates, and XPS plate is the abbreviation of polystyrene foam plate.
The thickness h of the first XPS plate 2 and the second XPS plate 3 is determined by following design formulas (1) and formula (2):
Wherein, p is the stake top pressure of castinplace pile, Q
pube the ultimate bearing capacity of single pile of castinplace pile, determine according to stake footpath and engineering site condition, A
pit is the sectional area of castinplace pile.After making the abundant load-bearing of castinplace pile, thickness minimum (being less than 2mm) after XPS plate pressurized, thus can not permanent set be produced, ground safety is threatened.
XPS plate of the present invention be arranged at cushion cap or raft plate and steel end plate between the two, the thickness h of XPS plate is determined according to formula (1) and formula (2), when PHC pile tube load-bearing reaches its ultimate bearing capacity 1/6, corresponding top-out structure completes 1/3 ~ 1/2, its compressive strain reaches 100% substantially, for the PHC pile tube in piles with different footpath, by changing the thickness h of XPS plate, the residual thickness that can control XPS plate is not more than 3mm; When PHC pile tube bearing capacity is given full play to, after XPS plate distortion, thickness is less than 2mm, thus does not have unnecessary distortion in long-term load-bearing process, causes materially affect to underlying security.
Steel end plate of the present invention is identical with corresponding PHC pipe pile footpath with XPS plate external diameter.Anchor bar is upwards connected with cushion cap or raft plate through the inner circle of steel end plate, and anchor bar stretches in PHC pile tube downwards, and in PHC pile tube, handling reinforcement is welded on anchor bar, and three forms an entirety; Anchor bar and handling reinforcement are combined in the wadding weft variation of building in PHC pile tube, ensure that PHC pile tube is connected with effective between cushion cap or raft plate, the uniform force of cushion cap or raft plate is delivered on PHC pile tube.
The stake footpath d=400mm of common castinplace pile, 500mm, 600mm, 800mm, corresponding to ultimate bearing capacity Q
pu=2000kN, 3000kN, 4000kN, the diameter that the present invention controls the main muscle of castinplace pile is 20-28mm, and XPS plate is enough to anchor bar lateral deflection bent by the PHC pipe pile top pressure in compression process, and therefore anchor bar can not hinder the compression of XPS plate.
XPS plate of the present invention is the easy compression layer on stake top, and in Superstructure Construction process, its forced compression, makes cushion cap or raft plate compare foundation pile sedimentation larger, thus produces with inter-pile soil and fully contact, and inter-pile soil starts to play bearing capacity thus.When superstructure completes 1/3 ~ 1/2 height, stake top pressure approximately reaches 1-2MPa.Now the vertical strain of XPS plate is close to 100%, and namely its thickness can be ignored.Cushion cap or raft plate and steel end plate close contact, between no longer there is pressurized weak floor, start oil and pile shared upper load thus, until settlement stability.The maximum settlement of common buildings is no more than 40mm, and the decrement of the XPS plate that this device provides can make the bearing capacity of inter-pile soil be not fully exerted, thus alleviates the burden of foundation pile, effectively improves base integral supporting capacity., can be ignored by the XPS plate thickness compressed, anchor bar ensure that stake is connected with cushion cap or the reliable of raft plate meanwhile.Therefore, the present invention can ensure, on the basis that foundation pile and cushion cap are effectively connected, to make full use of the bearing capacity of inter-pile soil.
If do not arrange this device, according to test data in the past, inter-pile soil bears the ratio of upper load can not more than 15%.Use this device, inter-pile soil is fully out of shape, and effect is similar to composite foundation, and inter-pile soil can bear upper load ratio between 20% ~ 40%.
Claims (10)
1. utilize a device for soil bearing capacity between grout pile, comprise steel end plate, the first XPS plate, the second XPS plate, the main muscle of castinplace pile, castinplace pile toroidal frame stud; Steel end plate is the circular slab with cannelure; Cannelure is annular, is provided with multiple contiguous block in annular, and by integral for the steel end plate connection inside and outside annular, the external diameter of steel end plate is identical with the external diameter of castinplace pile; First XPS plate is annular slab, and size is with the steel end plate outside cannelure; Second XPS plate is circular slab, and size is with the steel end plate in cannelure; First XPS plate and the second XPS plate are positioned at the upper end of steel end plate; Steel end plate is arranged on PHC pile tube upper end; The many main muscle of castinplace pile are circumferentially evenly arranged in castinplace pile, in castinplace pile, interval 200-250mm arranges a castinplace pile toroidal frame stud from top to bottom, castinplace pile toroidal frame stud is circular, be connected with the many main muscle of castinplace pile in same level cross section, concrete perfusion in castinplace pile, the many main muscle of castinplace pile circumferentially stretch out from the cannelure of steel end plate and the cannelure of the first XPS plate and the second XPS plate, the main muscle of the castinplace pile length extended upwardly in cushion cap or raft plate is greater than 500mm or to cushion cap end face reinforcing bar place, concrete cushion is arranged on foundation soil surface; Concrete cushion upper end is provided with cushion cap or raft plate;
Controlling the main muscle diameter of castinplace pile is 20 ~ 28mm, and the main muscle reinforcement ratio of castinplace pile is 0.65% ~ 0.2%; First XPS plate and the second XPS plate are all XPS plates; Second XPS plate thickness of the first XPS plate is identical, and thickness h is determined by following design formulas (1) and formula (2):
Wherein, p is the stake top pressure of castinplace pile, Q
pube castinplace pile ultimate bearing capacity of single pile, determine according to stake footpath and engineering site condition, A
pit is the sectional area of castinplace pile.
2. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, the external diameter 100-150mm less of the internal diameter of castinplace pile of described cannelure, breach internal diameter is compared with the little 200-250mm of the internal diameter of castinplace pile.
3. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, in described castinplace pile, the main muscle of castinplace pile stretches into the higher value that castinplace pile length is 3D and 1.5m downwards, and D is castinplace pile diameter; The many main muscle of castinplace pile distribute along castinplace pile sectional uniform at horizontal plane.
4. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, described steel end plate and boning with glue between the first XPS plate and the second XPS plate.
5. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, described castinplace pile toroidal frame stud welds with the main muscle of every root castinplace pile.
6. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, described reinforcement ratio is main muscle sectional area and the ratio of dowel section area.
7. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, the thickness of described steel end plate is 5-10mm.
8. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, the round frame stud of described castinplace pile toroidal frame stud to be diameter be 6mm.
9. the device utilizing soil bearing capacity between grout pile according to claim 1, is characterized in that, the thickness of described concrete cushion is 100-300mm.
10. the method utilizing soil bearing capacity between grout pile of device described in an any one of application rights requirement 1-9, it is characterized in that, castinplace pile toroidal frame stud is welded on the main muscle of castinplace pile, castinplace pile is put into when filling pile construction, then concreting, the main muscle of castinplace pile protrudes upward castinplace pile; Steel end plate is bonding with the first XPS plate and the second XPS plate; After filling pile construction, steel end plate is set on stake top, the first XPS plate and the second XPS plate are set respectively at steel end plate; Concrete cushion after-pouring cushion cap or raft plate are set, complete foundation construction.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109372040A (en) * | 2018-09-05 | 2019-02-22 | 中国二十冶集团有限公司 | The processing method of the defect bored concrete pile in subgrade area |
| CN113323033A (en) * | 2021-05-13 | 2021-08-31 | 中国建筑第八工程局有限公司 | Multifunctional measurement and control pile with stable structure and construction method thereof |
| CN114045816A (en) * | 2021-11-23 | 2022-02-15 | 北京市第三建筑工程有限公司 | Cast-in-place pile construction node without removing pile head and construction method |
| CN116341089A (en) * | 2023-05-31 | 2023-06-27 | 中国建筑第六工程局有限公司 | Method for calculating axial allowable bearing capacity of single pile of railway bored friction pile foundation |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05247931A (en) * | 1992-03-02 | 1993-09-24 | Takenaka Komuten Co Ltd | Guide pipe for compaction pile |
| CN1760473A (en) * | 2004-10-11 | 2006-04-19 | 中铁四局集团第一工程有限公司 | Method for landfilling roadbed in high earth fill on groundwork of soft soil |
| KR20060096667A (en) * | 2005-03-02 | 2006-09-13 | 지피에스코리아(주) | Laminated structure for wall of building |
| CN201473946U (en) * | 2009-07-23 | 2010-05-19 | 江苏中矿大正表面工程技术有限公司 | Composite protective steel pile structure |
| CN204645025U (en) * | 2015-05-11 | 2015-09-16 | 华南理工大学 | A kind of device utilizing soil bearing capacity between grout pile |
-
2015
- 2015-05-11 CN CN201510237421.0A patent/CN104863124B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05247931A (en) * | 1992-03-02 | 1993-09-24 | Takenaka Komuten Co Ltd | Guide pipe for compaction pile |
| CN1760473A (en) * | 2004-10-11 | 2006-04-19 | 中铁四局集团第一工程有限公司 | Method for landfilling roadbed in high earth fill on groundwork of soft soil |
| KR20060096667A (en) * | 2005-03-02 | 2006-09-13 | 지피에스코리아(주) | Laminated structure for wall of building |
| CN201473946U (en) * | 2009-07-23 | 2010-05-19 | 江苏中矿大正表面工程技术有限公司 | Composite protective steel pile structure |
| CN204645025U (en) * | 2015-05-11 | 2015-09-16 | 华南理工大学 | A kind of device utilizing soil bearing capacity between grout pile |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109372040A (en) * | 2018-09-05 | 2019-02-22 | 中国二十冶集团有限公司 | The processing method of the defect bored concrete pile in subgrade area |
| CN113323033A (en) * | 2021-05-13 | 2021-08-31 | 中国建筑第八工程局有限公司 | Multifunctional measurement and control pile with stable structure and construction method thereof |
| CN114045816A (en) * | 2021-11-23 | 2022-02-15 | 北京市第三建筑工程有限公司 | Cast-in-place pile construction node without removing pile head and construction method |
| CN114045816B (en) * | 2021-11-23 | 2023-08-18 | 北京市第三建筑工程有限公司 | Cast-in-place pile construction node without pile head elimination and construction method |
| CN116341089A (en) * | 2023-05-31 | 2023-06-27 | 中国建筑第六工程局有限公司 | Method for calculating axial allowable bearing capacity of single pile of railway bored friction pile foundation |
| CN116341089B (en) * | 2023-05-31 | 2023-08-01 | 中国建筑第六工程局有限公司 | Method for calculating axial allowable bearing capacity of single pile of railway bored friction pile foundation |
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| CN104863124B (en) | 2016-10-05 |
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