CN106638574B - A kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage - Google Patents
A kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage Download PDFInfo
- Publication number
- CN106638574B CN106638574B CN201611043454.2A CN201611043454A CN106638574B CN 106638574 B CN106638574 B CN 106638574B CN 201611043454 A CN201611043454 A CN 201611043454A CN 106638574 B CN106638574 B CN 106638574B
- Authority
- CN
- China
- Prior art keywords
- anchoring
- ball
- steel
- stake holes
- reinforcement cage
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A kind of anchor that steel reinforcement cage can be fixed on to stake holes bottom, the anchor are that oblate spheroid (rugby shape) or spheroidal anchor ball 1, are mounted on the bottom of filling concrete pile cages.Anchoring ball is made of regular reinforcement, and largest circumference diameter is more than steel reinforcement cage diameter, is slightly less than the internal diameter of stake holes.On the one hand on the other hand the device can be such that the recoil strength of concrete mutually balances by the bottom anchor of steel reinforcement cage on the Rock And Soil of pile foundation, fundamentally solve the muscle cage On The Floating of steel concrete bored concrete pile in the construction process.
Description
Technical field
The present invention relates to the anchors in filling concrete field.
Background technology
Cast-in-place concrete pile is a kind of pile foundation being widely used in civil engineering, by steel reinforcement cage and cast-in-place concrete group
At as shown in Figure 1, mainly there are three steps for its work progress：(a) drill → (b) placement steel reinforcement cage → (c) concrete perfusions →
(d) pile.
During concrete perfusion, concrete is along the conduit injection stake holes bottom for being inserted into stake holes bottom, until lower and upper filling
Full stake holes.Concrete with higher speed after conduit 5 rushes at downwards stake holes bottom rock-soil body, concrete rebound upwards and with it is pre-
Sharp impacts occur for the steel reinforcement cage 14 first placed and extruding, whole process are as shown in Figure 2.In this process, it rebounds upwards
Concrete can drive steel reinforcement cage to float upwards together.At the initial stage of perfusion, since the dead weight of steel reinforcement cage 14 is not enough to balance coagulation
Buoyancy caused by soil rebound, steel reinforcement cage 14 can move up, and cause cast-in-place concrete pile lower rebar to lack, to pile matter
Amount generates harmful effect, and the buried depth of pile foundation is bigger, and the floating of steel reinforcement cage is more serious, tighter to the harmful effect of pile quality
Weight.
Rising of steel cage in order to prevent, it is anti-to balance concrete that unit in charge of construction generally can place weight on the top of steel reinforcement cage
Buoyancy caused by punching, but this method can not accurately estimate the weight of weight, when weight is less than buoyancy, steel
Muscle cage still floats, and can't resolve problem；When weight is more than buoyancy, especially when pile foundation is more than certain depth, pushing up
Under the collective effect of the powerful recoil strength of the pressure of portion's weight and bottom, the longitudinal reinforcement in steel reinforcement cage will produce buckling, seriously
Influence pile quality.
Invention content
In order to solve the above problem occurred during Concrete Grouting Pale, the present invention proposes one kind can be by steel
The device of muscle cage and stake holes bottom rock-soil body anchoring, the device on the one hand can by the bottom anchor of steel reinforcement cage pile foundation ground
On body, on the other hand the recoil strength of concrete can be made mutually to balance, fundamentally solve steel concrete bored concrete pile and constructing
Muscle cage On The Floating in journey.
Technical solution of the present invention：
A kind of anchor that steel reinforcement cage can be fixed on to stake holes bottom, the anchor are oblate spheroid (rugby shape)
Or spheroidal anchors ball 1, is mounted on the bottom of filling concrete pile cages 2.Anchoring ball 1 is made of regular reinforcement, most
Big circumference diameter is more than 2 diameter of filling concrete pile cages, is slightly less than the internal diameter of stake holes 3.
After the steel reinforcement cage for being equipped with anchor is placed on the stake holes of cast-in-place concrete pile, anchoring ball is in upper reinforcement cage
Dead weight and stake holes bottom Rock And Soil collective effect under generate vertical compressive deformation, while also will produce horizontal direction
Dilatancy, mutually extruding will be generated by anchoring between ball and stake holes side wall 4, to which steel reinforcement cage to be anchored to the bottom of stake holes, be prevented
Only steel reinforcement cage floats under the action of concrete recoil strength.
After installation anchoring ball 1 of the bottom of steel reinforcement cage, concrete 6 not only generates downward work to the top for anchoring ball 1
Firmly so that anchoring ball 1 generates secondary transversely deforming, and the extruding force of bigger, steel reinforcement cage and ground are generated between stake holes side wall
Anchoring between body is more secured, while the buoyancy caused by 7 that can be recoiled with partial offset concrete, can play limitation steel
The effect of muscle cage buoyancy.
The diameter of stake holes 3 should be equal or close to by anchoring the appearance maximum gauge of ball 1.
The steel bar arrangement scheme for anchoring ball 1 is along warp, weft arrangement, and wherein most is to be arranged along warp 8, in anchoring ball
In the stake holes diameter range on top, the smaller reinforcing bar 10 of some diameters is arranged along weft, can generate when concrete is poured compared with
Big downward active force, the gap between warp reinforcing bar and weft reinforcing bar cannot be less than the maximum gauge of concrete coarse aggregate.
Weft reinforcing bar must not be set in anchoring ball lower part, avoid the floating and the cleaning that influence pile foundation bottom debris.
Anchoring ball 1 is welded to connect by weft reinforcing bar 10 and filling concrete pile cages 2.
The bar diameter needs for anchoring ball 1 are straight according to the buried depth of cast-in-place concrete pile and the steel reinforcement cage of cast-in-place concrete pile
The conditions such as diameter, stake holes diameter determine.
The advantages of the present invention are as follows：
1, anchoring principle is simple：Under the dead weight of steel reinforcement cage and the collective effect of stake holes bottom rock-soil body, anchoring ball generates
Transversely deforming, the Rock And Soil generation with stake holes side wall compresses and rubs against power, to which steel reinforcement cage is fixed on stake holes bottom, Ke Yiyou
It prevents steel reinforcement cage from floating during concrete perfusion to effect, avoids bad stake and useless stake, especially needle caused by rising of steel cage
It is more efficient to long deep stake and overlength depth stake, greatly improve the construction quality of cast-in-place concrete pile.
2, the making of anchoring ball is simple, and expense is few, has very high economic benefit.
3, manual intervention is not needed in work progress, high degree of automation will not have a negative impact to pile quality.
Description of the drawings
Fig. 1 is applied to the pile foundation schematic diagram in civil engineering in the prior art；
Fig. 2 rising of steel cage mechanism schematic diagrames；
Fig. 3 anchors the anchor mechanism schematic diagram of ball；
Fig. 4 anchors the anti-floating mechanism schematic diagram of ball；
Fig. 5 anchors the organigram of ball；
Connection diagram between Fig. 6 steel reinforcement cages and anchoring ball；
Fig. 7 anchors the composed structure schematic diagram of ball.
Numeral mark
1-anchoring ball, 2-filling concrete pile cages, 3-stake holes, 4-stake holes hole walls, 5-conduits, 6-mixed mud
Soil, the recoil of 7-mixed muds, 8-warp reinforcing bars, 10-weft reinforcing bars, steel reinforcement cage-14.
Specific implementation mode
The present invention proposes a kind of anchor that steel reinforcement cage can be fixed on to stake holes bottom, as shown in Fig. 3 (a).The anchor
It is fixedly mounted with the anchoring ball 1 for being set to oblate spheroid (rugby shape) or spheroidal, is mounted on the bottom of filling concrete pile cages 2.
Anchoring ball 1 is made of regular reinforcement, and largest circumference diameter is more than steel reinforcement cage diameter, is slightly less than the internal diameter of stake holes 3.
The anti-lift function of anchor of the present invention has following two aspects：
1, anchorage effect：After the steel reinforcement cage for being equipped with anchor is placed on the stake holes of cast-in-place concrete pile, ball is anchored
Vertical compressive deformation is generated under the collective effect of the Rock And Soil of the dead weight and stake holes bottom of upper reinforcement cage, while can also be produced
The dilatancy of raw horizontal direction anchors and mutually squeezes generation between ball and stake holes side wall 4, such as Fig. 3 (b) and Fig. 3 (c) institutes
Show.To which steel reinforcement cage to be anchored to the bottom of stake holes, prevent steel reinforcement cage from floating under the action of concrete recoil strength.
2, concrete rebound effect is offset：Traditional steel reinforcement cage bottom does not have reinforcing bar, floating mechanism as shown in Figure 2.
After installation anchoring ball 1 of the bottom of steel reinforcement cage, as shown in figure 4, concrete 6 not only produces the top for anchoring ball 1
Raw downward active force so that anchoring ball 1 generates secondary transversely deforming, and the extruding force of bigger, steel are generated between stake holes side wall
Anchoring between muscle cage and Rock And Soil is more secured, while the buoyancy caused by 7 that can be recoiled with partial offset concrete, can
Play the role of limiting rising of steel cage power.
Key technology point of the present invention is to propose the anchoring ball that can be deformed, and is one specific according to cast-in-place concrete pile
Buried depth and stake holes and pile foundation condition are constituted as shown in Figure 5 substantially by design-calculated spherical shape or oblate spheroid steel reinforcement cage.
The diameter of stake holes 3 should be equal or close to by anchoring the appearance maximum gauge of ball 1.
The steel bar arrangement scheme for anchoring ball 1 is along warp, weft arrangement, and wherein most is to be arranged along warp 8, in anchoring ball
In the stake holes diameter range on top, arranges the smaller weft reinforcing bar 10 of some diameters along weft, can produce when concrete is poured
Raw larger downward active force, the maximum that the gap between warp reinforcing bar and weft reinforcing bar cannot be less than concrete coarse aggregate are straight
Diameter.Weft reinforcing bar must not be set in anchoring ball lower part, avoid the floating and the cleaning that influence pile foundation bottom debris.
Anchoring ball 1 is welded to connect by weft reinforcing bar 10 and filling concrete pile cages 2.
The bar diameter needs for anchoring ball 1 are straight according to the buried depth of cast-in-place concrete pile and the steel reinforcement cage of cast-in-place concrete pile
The conditions such as diameter, stake holes diameter determine.
Shown in Fig. 6, Fig. 7.
Embodiment 1：Oblate spheroid (rugby shape) scheme
Under the conditions of stake holes is relatively large in diameter, pile foundation buried depth is deeper, using oblate spheroid (rugby shape) technical solution, favorably
In putting for control bored concrete pile pile body steel reinforcement cage, while being conducive to anchor ball generation transversely deforming.
Embodiment 2：Spheroidal scheme
When stake holes diameter is smaller, pile foundation buried depth earlier above under conditions of, using spheroidal technical solution, make simple, construction
It is convenient.
Claims (3)
1. a kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage, it is characterised in that the anchoring ball be oblate spheroid or
The anchoring ball (1) of spheroidal is mounted on the bottom of filling concrete pile cages (2)；Anchoring ball (1) largest circumference diameter is more than
Steel reinforcement cage diameter is less than the internal diameter of stake holes (3)；
After the steel reinforcement cage for being equipped with anchoring ball is placed on the stake holes of cast-in-place concrete pile, dead weight of the anchoring ball in upper reinforcement cage
And vertical compressive deformation is generated under the collective effect of the Rock And Soil of stake holes bottom, while the expansion that also will produce horizontal direction becomes
Shape, mutually extruding will be generated by anchoring between ball and stake holes side wall (4) prevent steel to which steel reinforcement cage to be anchored to the bottom of stake holes
Muscle cage floats under the action of concrete recoil strength；
After installation anchoring ball (1) of the bottom of steel reinforcement cage, concrete (6) not only generates downwards the top of anchoring ball (1)
Active force so that anchoring ball (1) generates secondary transversely deforming, generates the extruding force of bigger between stake holes side wall, steel reinforcement cage with
Anchoring between Rock And Soil is more secured, while the buoyancy caused by (7) that can be recoiled with partial offset concrete, can play
Limit the effect of rising of steel cage power.
2. the anchoring ball as described in claim 1 for preventing cast-in-place concrete pile rising of steel cage, which is characterized in that anchoring ball
(1) steel bar arrangement scheme is along warp, weft arrangement, and wherein most is to be arranged along warp (8), the stake holes on anchoring ball top
In diameter range, arranges the smaller weft reinforcing bar (10) of some diameters along weft, can generate when concrete is poured larger
Downward active force, the gap between warp reinforcing bar and weft reinforcing bar cannot be less than the maximum gauge of concrete coarse aggregate.
3. the anchoring ball as claimed in claim 2 for preventing cast-in-place concrete pile rising of steel cage, which is characterized in that anchoring ball
(1) it is welded to connect with filling concrete pile cages (2) by the maximum weft reinforcing bar (10) of diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611043454.2A CN106638574B (en) | 2016-11-21 | 2016-11-21 | A kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611043454.2A CN106638574B (en) | 2016-11-21 | 2016-11-21 | A kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106638574A CN106638574A (en) | 2017-05-10 |
| CN106638574B true CN106638574B (en) | 2018-10-30 |
Family
ID=58811353
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611043454.2A Expired - Fee Related CN106638574B (en) | 2016-11-21 | 2016-11-21 | A kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106638574B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109115679B (en) * | 2018-09-28 | 2020-10-23 | 浙江科技学院 | Method for testing interaction force between fresh concrete and reinforcement cage |
| CN113404039B (en) * | 2021-05-26 | 2022-09-09 | 山东高速工程建设集团有限公司 | Construction method for improving bearing capacity of cast-in-place pile |
| CN113931174B (en) * | 2021-10-22 | 2023-04-28 | 中铁隧道集团二处有限公司 | Pulling-resistant grabbing and locking device suitable for foundation rock full-rotation sleeve pile-forming reinforcement cage |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2522467Y (en) * | 2002-01-25 | 2002-11-27 | 上海世圳岩土工程有限公司 | Cement mud agitating pile |
| CN1439777A (en) * | 2002-02-19 | 2003-09-03 | 上海世圳岩土工程有限公司 | Cement stirring pole and production thereof |
| JP5412501B2 (en) * | 2011-12-09 | 2014-02-12 | 株式会社泉州イワタニ | Reinforcement rod erection method, buoyancy imparting device used in the method, and buoyancy body detachment device |
| CN203361137U (en) * | 2013-07-17 | 2013-12-25 | 中建四局第一建筑工程有限公司 | Steel reinforcing cage anti-floating device of large-diameter drill hole cast-in-place pile |
| CN204959733U (en) * | 2015-09-10 | 2016-01-13 | 深圳市工勘岩土技术有限公司 | Bored concrete pile steel reinforcement cage structure |
-
2016
- 2016-11-21 CN CN201611043454.2A patent/CN106638574B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN106638574A (en) | 2017-05-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108589718B (en) | Piles in Karst Region base construction method | |
| CN106759281B (en) | A kind of anchoring preventing cast-in-place concrete pile rising of steel cage is pitched | |
| CN104747088B (en) | A kind of leafy hosqe bit of cast-in-situ bored pile list waist and drilling construction method | |
| CN102733378B (en) | Construction method of concrete pile | |
| WO2016192320A1 (en) | Continuous beam type anti-floating structure of shield tunnel | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN106638574B (en) | A kind of anchoring ball preventing cast-in-place concrete pile rising of steel cage | |
| CN103290840A (en) | Prestressed pipe pile construction method under boulder group geological conditions | |
| CN106192999A (en) | The construction method of uplift pile | |
| CN104314078A (en) | Concrete pile construction equipment and construction method thereof | |
| CN217419613U (en) | Protection structure for excavating and unloading existing underground structure | |
| CN102808407B (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN113653032A (en) | Construction method of uplift carrier pile | |
| CN110004973B (en) | Landslide prevention protection retaining wall | |
| CN108221972A (en) | A kind of built pile and its construction method and vertical bearing capacity of single pile computational methods | |
| CN206581255U (en) | It is a kind of to prevent the anchoring ball of cast-in-place concrete pile rising of steel cage | |
| CN109854285A (en) | A kind of depth vertical supporting construction and construction method | |
| CN204780975U (en) | A four return circuit terminal steel pipe poles are drawn and are dug compound basis of anchor log for medium voltage electric distribution circuit | |
| CN217870445U (en) | Tubular pile structure used in upper-soft lower-hard stratum | |
| CN206346189U (en) | A kind of anchoring for preventing cast-in-place concrete pile rising of steel cage is pitched | |
| CN102286971A (en) | Concrete-filled steel tube core column socketed pile | |
| CN111719580A (en) | Basement anti-floating pile foundation | |
| CN109024711A (en) | Underground structure anti-floating system and its construction method | |
| CN115012407A (en) | Protection structure for excavating and unloading above existing underground structure and design method | |
| CN205205848U (en) | Cavity gravity type marine wind power basis |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20181030 Termination date: 20191121 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |