CN206721870U - A kind of long auger guncreting pile steel reinforcement cage - Google Patents
A kind of long auger guncreting pile steel reinforcement cage Download PDFInfo
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- CN206721870U CN206721870U CN201720405925.3U CN201720405925U CN206721870U CN 206721870 U CN206721870 U CN 206721870U CN 201720405925 U CN201720405925 U CN 201720405925U CN 206721870 U CN206721870 U CN 206721870U
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Abstract
The utility model discloses a kind of long auger guncreting pile steel reinforcement cage, it is characterized in that, the cage bar that is uniformly arranged including more along the circumference of steel reinforcement cage and it is spirally wound on tie hoop in main ribs along the circumference of steel reinforcement cage, the tie hoop is weldingly fixed on the outside of main ribs, one end of main ribs is bent towards the axis direction of steel reinforcement cage, the steel reinforcement cage at the end is formed conical lower section；Have at least in a main ribs along the extension set away from the direction of bottom, when the steel reinforcement cage is inserted into designed elevation, the extension is higher by the top of stake holes.The utility model has the position for being easy to observe steel reinforcement cage, be advantageous to by steel reinforcement cage it is accurate under be inserted into designed elevation position, be advantageous to improve construction quality, stock utilization is high, the advantages that saving cost.
Description
Technical field
The realm of building construction is the utility model is related to, in particular to a kind of long auger guncreting pile steel reinforcement cage.
Background technology
Long auger cast-with-pressure concrete pile is the cast-with-pressure concrete pile pile skill developed on the basis of long spire dry drill method
Art, the technology are to be drilled using long-spiral drilling machine to projected depth, pass through drilling rod using concrete pump while brill is carried
Central passage, concrete is depressed into stake holes with certain pressure, after filling concrete to designed elevation, then shaken by special
Dynamic equipment inserts steel reinforcement cage the deposited reinforced concrete pile formed in concrete to designed elevation.
Long-spiral drilling machine pressure fills pile-formation process because construction noise is low, equipment walking is flexible, pile-forming speed is fast, and stratum is fitted
Ying Xingqiang and be widely used, be avoided that weak soil, sand soil area pile undergauge, the construction quality problem of broken pile, solve mud
Pollution problem, cost is reduced, and the pile on stratum below level of ground water can be used successfully to.
During practice of construction, due to being submerged completely in concrete after steel reinforcement cage underthrust, steel reinforcement cage can not be observed
Position, it is not in place to easily cause steel reinforcement cage underthrust, or underthrust is too deep, so as to influence construction quality.
Utility model content
For above-mentioned the deficiencies in the prior art, technical problem to be solved in the utility model is：How one kind is provided just
In the position of observation steel reinforcement cage, be advantageous to by steel reinforcement cage it is accurate under be inserted into designed elevation position, be advantageous to improve construction quality
Long auger guncreting pile steel reinforcement cage.
In order to solve the above-mentioned technical problem, the utility model employs following technical scheme：
A kind of long auger guncreting pile steel reinforcement cage, it is characterised in that laid along the circumference of steel reinforcement cage including more
The cage bar put and tie hoop in main ribs is spirally wound on along the circumference of steel reinforcement cage, the tie hoop is weldingly fixed on
The outside of main ribs, one end of main ribs are bent towards the axis direction of steel reinforcement cage, the steel reinforcement cage at the end is formed circular cone
Shape bottom；Have at least in a main ribs along the extension set away from the direction of bottom, be inserted into steel reinforcement cage and set
When counting absolute altitude, the extension is higher by the top of stake holes.
Using said structure, when being inserted into designed elevation due to steel reinforcement cage, the extension is higher by the top of stake holes so that steel
Muscle cage in down process, all the time can to extension top carry out absolute altitude copy survey, due to extension upper end to cage top away from
From what is be to determine, it is possible to judge the actual elevation of steel reinforcement cage.So so that the whole down process and underthrust of steel reinforcement cage
Depth can be monitored, and so as to ensure steel reinforcement cage being properly inserted in designed elevation, avoid steel reinforcement cage from inserting
It is deep or excessively shallow, be advantageous to improve the construction quality of engineering.
Further, the intersection of the tie hoop and main ribs is also banded with steel wire.
With cage bar mainly using being welded to connect, vibrating arm is penetrating its tie hoop traditional steel reinforcement cage in manufacturing process
The problems such as stirrup sealing-off being easily caused to steel reinforcement cage content.Using said structure, in tie hoop and the intersection of main ribs
Steel wire is also banded with, the cage bar off normal caused by stirrup sealing-off can be avoided, is advantageous to improve the construction quality of engineering.
Further, the extension is the reinforcing bar being welded in main ribs.
Because cage bar generally use is produced in batches, length is than more consistent, by the way of the independent welded reinforcement in cage bar,
Can be in the case where not influenceing the manufacture craft of original steel reinforcement cage, and can enough improves the design of steel reinforcement cage, makes it easy to absolute altitude
Copy survey.Meanwhile the discarded reinforcement ratio of job site is more, can be made full use of, the utilization rate of material can be improved, is saved
Cost.
Further, the diameter of the pitch of the tie hoop and steel reinforcement cage ratio is 1:2~1:4.
Using above-mentioned setting, the intensity of steel reinforcement cage can either be ensured, the length of tie hoop can be shortened again, be advantageous to save
Material saving and cost.
In summary, the utility model have be easy to observe steel reinforcement cage position, be advantageous to by steel reinforcement cage it is accurate under be inserted into
Designed elevation position, be advantageous to improve construction quality, stock utilization is high, the advantages that saving cost.
Brief description of the drawings
Fig. 1 is a kind of structural representation of foundation trench in long auger guncreting pile construction method.
Fig. 2 is the utility model reinforcement cage structure schematic diagram.
Embodiment
It is new to this practicality with reference to a kind of long auger guncreting pile construction method using the utility model steel reinforcement cage
Type is described in further detail.
During specific implementation：A kind of long auger guncreting pile construction method, foundation trench excavation is first carried out, as shown in figure 1, foundation trench
Excavation answers priority control to excavate planar dimension and cutting depth well, should consider 2-3m work in foundation trench surrounding when planar dimension positions
Face width, specifically reserved width should determine before fluting with reference to installation model, avoid backbreaking or working face deficiency causes secondary open
The generation of groove phenomenon；Meanwhile mechanical equivalent of light excavation there should be the clear bottom of hand fit, there should be survey crew to copy during clear bottom and survey bottom land mark
Height, the bottom land discrepancy in elevation are not more than ± 50mm, avoid the pile depth deficiency problem brought because the bottom land discrepancy in elevation is excessive.Excavation slope should be tied
Run groove soil matter jointly and cutting depth determines slope ratio.When rainy season carries out piling work, drainage works, groove should have been disposed in advance
Interior setting gutter, sump are simultaneously equipped with sufficient amount Yield rainfall relation equipment, avoid because rainwater bubble groove influences pile quality, stake machine peace
Complete and construction delay phenomenon caused by bubble groove for a long time generation.
Then positioning is measured：Stake should be carried out by the control point that survey crew provides according to Mapping departments after the completion of fluting
Position, which is thrown, to be surveyed, and every pile point application steel bar end or welding rod are positioned and be flag of being wounded in action on steel bar end or welding rod, are noted on coloured flag
Bright pile No. carries out mark, in order to be checked in piling.It is more in view of each building stake position, to ensure that a level is true,
A reference stake position should be discharged every ten stake positions during positioning, this reference stake position should use timber and steel nail to discharge, and in benchmark
A bit number is indicated in stake, adjacent studs position can be checked with this reference stake during construction.
Rig is in place, pore-forming：Stake machine enter groove after, spud in before, should combine layout design effective length, survey report and scene
The lower drilling depth of the data such as bottom land absolute altitude conversion is surveyed, and mark is carried out on drilling rod, with drilling depth under accurate control, is avoided few
Bore, the generation of outdrill phenomenon.Before rig spuds in place, base and top should be steady, in overhead traveling crane center, gyrator center, stake position
The heart should be located on same vertical line, i.e., " sight alignment ", drilling rod perpendicularity can realize single control by shaft horizon rule, be true before spudding in
Drilling rod perpendicularity is protected, vertical observation should be carried out on other direction using theodolite, that is, realizes " dual control " purpose, meanwhile, it is
Avoid drilling rod from being tilted in drilling process, no less than 2 times observation should be carried out in drilling process and is rectified a deviation.Normal rate of penetration
1~1.50m/min is can be controlled in, rate of penetration should at the uniform velocity be carried out neglecting and neglected soon slowly；In drilling process, such as find that drilling rod shakes
When rolling or difficult brill, drilling depth should be slowed down, prevent stake holes deflection, displacement and drilling tool damage, deflection should be adjusted in time if finding, be adjusted
Drilling depth should be slowed down when whole, to ensure the perpendicularity of drilling.With the hole depth mark keyhole depth on drilling rod, drilling to design will
After the depth and soil layer asked, it is necessary to carry out the clear soil that dallies in former depths, then stop operating, carry brill.In view of the technique pile category
In end-bearing friction pile stake, it should carry out after " dual control " is crept into designed elevation while to be unearthed with reference to drilling to judge in construction
Whether enter design soil layer, if soil property is not inconsistent, should can be resolved through consultation with prospecting, design, be sure not blindly to construct.
It is pumped concrete pile：Before spudding in it is ensured that enough single pile dosage concrete marched into the arena and finish slump detection, concrete slump
It it is required that 200 ± 20, must survey, avoid because the concrete stand-by period is long or because concrete itself workability is bad by car test before concrete use of marching into the arena
Cause steel reinforcement cage underthrust difficult, not in place and useless stake phenomenon occur；Meanwhile the sampling of 50m3 concretes is often poured into a mould in formation of pile and does 1
Group（3 pieces）Test block, test block size are 100mm × 100mm × 100mm, and corresponding pile No. and pile date are indicated in test block, is being provided
Send laboratory to carry out standard curing in time and determine its 28d compression strength.When drill hole of drilling machine reaches projected depth and to sweep bottom complete
Cheng Hou, start concrete pump and concrete conveyed into drilling tool, treat concrete be transported to drilling tool bottom drilling tool slowly above carries to 100-
300mm, by observing concrete conveyance pump pressure whether there is change, to judge whether drill bit both sides valve has already turned on, convey concrete
After smooth, it can be pressed in Ti Zuan and fill pile work, forbid first to carry pumping concrete after pipe.
When pressure fills pile, drilling tool is allotted in pumping concrete；Carrying drilling speed degree will be adapted with rate of pumping, it is ensured that in central tube
All the time it is full of concrete, carries drilling speed degree general control in 1.5~2m/min during pile；Pressure is filled to carry boring in formation of pile and answered with pumping concrete
Close fit from beginning to end, drilling tool bottom discharging opening must not be higher than the liquid level of stake material in hole, avoid the occurrence of broken pile;In formation of pile
It should be carried out continuously, pressure fills pile must one-time continuous perfusion completion.Pressure fills pile stake top absolute altitude and should be higher than that design stake top absolute altitude（≥
500mm）And pour to flat with earth's surface one.
Cleaning product soil, fixed pile：Drilling, which is unearthed, to be concentrated mainly on around stake holes earth's surface, to ensure a level really and under reduction
Depth is inserted, should be by spoir around stake holes with going to pile side and artificial excavator week before steel reinforcement cage contraposition, decentralization is carried out
Coordinate and carry out aperture cleaning.
Underthrust steel reinforcement cage is to designed elevation：Bottom should be done with reference to the process characteristic, during fabrication of reinforcing cage coning, with
Facilitate cage body underthrust, it is long should to be included in stake for the conical section in construction.
For its tie hoop with cage bar mainly using being welded to connect, vibrating arm is penetrating into reinforcing bar to steel reinforcement cage in manufacturing process
Caused stirrup sealing-off problem is the common fault of the technique in cage, to avoid the occurrence of the cage bar off normal caused by stirrup sealing-off, reply
The steel reinforcement cage for having worn vibrating arm carries out " secondary examination ", and firm using iron wire colligation to sealing-off stirrup.
Vibrating arm is penetrated in steel reinforcement cage in ground level, sling steel reinforcement cage vertically using crane, by vibrating arm certainly
Steel reinforcement cage is kept vertical, placed in the middle again, transferred after should being corrected by manual-alignment aperture during decentralization, forbid cage body not just by force
Decentralization.
During underthrust steel reinforcement cage, decentralization first is realized by the deadweight of vibration hammer+vibrating arm+steel reinforcement cage, when can not be after by deadweight
During continuous insertion, open vibration hammering and realize that steel reinforcement cage is transferred by vibrating arm, the time for opening vibration hammer should be free in steel reinforcement cage
Decentralization will terminate preceding startup, unsuitable too early, easily cause a bottom concrete is closely knit to cause cage body underthrust difficult too early；Meanwhile open
The time of vibration hammer also should not too late, if starting after the termination of steel reinforcement cage free releasing, in fact it could happen that because of vibration hammer own wt
Causing vibrating arm to tilt causes follow-up cage body underthrust difficult, influences construction speed, serious is likely to occur cage body in vibrating arm
Guide in oblique insertion side wall soil layer and useless stake occur.
When steel reinforcement cage decentralization is close to projected depth, cage top absolute altitude should be carried out by survey crew copying survey, it is contemplated that vibration force
Degree causes the uncontrollable of underthrust depth, therefore, should in advance on improve lever, underthrust depth performs " peaceful high not low " principle, cage top
Absolute altitude is controlled within+100mm.
Failure of oscillation and slowly continuously should not above it be carried during being carried on vibrating arm, meanwhile, vibrating arm bottom should be accomplished away from earth's surface 2m
Within when failure of oscillation, to realize to the vibration compactings of concrete piles.
Survey is copied for ease of cage top absolute altitude, there should be 1 cage bar to extend to ground off-balancesheet during fabrication of reinforcing cage and be not less than 100mm, this
Absolute altitude control muscle can also take later stage colligation or welding spreading.When it is implemented, the steel reinforcement cage uses following structures, such as Fig. 2 institutes
Show, including the more cage bars 1 being uniformly arranged along the circumference of steel reinforcement cage and be spirally wound on along the circumference of steel reinforcement cage in main ribs 1
Tie hoop 2, the tie hoop 2 is weldingly fixed on the outside of main ribs 1, and one end of main ribs 1 is towards steel reinforcement cage
Axis direction bending, make the end steel reinforcement cage formed conical lower section；At least in a main ribs 1 there is edge to deviate from bottom
The extension 3 that the direction in portion is set, when the steel reinforcement cage is inserted into designed elevation, the extension is higher by the top of stake holes.
Using said structure, when being inserted into designed elevation due to steel reinforcement cage, the extension is higher by the top of stake holes so that steel
Muscle cage in down process, all the time can to extension top carry out absolute altitude copy survey, due to extension upper end to cage top away from
From what is be to determine, it is possible to judge the actual elevation of steel reinforcement cage.So so that the whole down process and underthrust of steel reinforcement cage
Depth can be monitored, and so as to ensure steel reinforcement cage being properly inserted in designed elevation, avoid steel reinforcement cage from inserting
It is deep or excessively shallow, be advantageous to improve the construction quality of engineering.
During implementation, the intersection of the tie hoop 2 and main ribs 1 is also banded with steel wire.
With cage bar mainly using being welded to connect, vibrating arm is penetrating its tie hoop traditional steel reinforcement cage in manufacturing process
The problems such as stirrup sealing-off being easily caused to steel reinforcement cage content.Using said structure, in tie hoop and the intersection of main ribs
Steel wire is also banded with, the cage bar off normal caused by stirrup sealing-off can be avoided, is advantageous to improve the construction quality of engineering.
During implementation, the extension 3 is the reinforcing bar being welded in main ribs.
Because cage bar generally use is produced in batches, length is than more consistent, by the way of the independent welded reinforcement in cage bar,
Can be in the case where not influenceing the manufacture craft of original steel reinforcement cage, and can enough improves the design of steel reinforcement cage, makes it easy to absolute altitude
Copy survey.Meanwhile the discarded reinforcement ratio of job site is more, can be made full use of, the utilization rate of material can be improved, is saved
Cost.
During implementation, the pitch of the tie hoop 2 and the diameter ratio of steel reinforcement cage are 1:3.
Using above-mentioned setting, the intensity of steel reinforcement cage can either be ensured, the length of tie hoop can be shortened again, be advantageous to save
Material saving and cost.
Second pouring concrete, vibration compacting：As vibrating arm proposes outside hole that 1m or so drops occur in concrete in hole, on the one hand
It is that concrete itself is closely knit caused, is on the other hand caused by vibrating arm underthrust causes concrete excessive；The drop part should treat that vibrating arm carries
Pour concrete is supplemented after going out in time and uses vibrating head（Φ50）Vibration compacting.
Pile quality detects：After pile 28d, engineering pile is carried out in proportion by drawing and Test Technology of Pile Foundation code requirement
Pile quality（Integrality）And vertical bearing capacity is examined, next step construction can be carried out after detection is qualified.
Above-mentioned construction method, by taking fluting piling method, the material usages such as concrete, reinforcing bar are saved, meanwhile, because the duration carries
Before, reduce administration fee, labour cost, machine and equipment leasing expense etc. input；Compared with other pile-type, the construction period significantly subtracts
It is few, save labour cost, fee of material（Reinforcing bar, the saving of concrete materials produce）, machine and equipment leasing takes and administration fee etc., have good
Good economic benefit.
My company undertakes the construction of Hebei province's residential area project, the Wan ㎡ of overall floorage 19.34, by ground, underground two parts
Composition, altogether including 33 monomers of size, wherein there is 11 17F small high-rises pile foundations to use long auger guncreting pile, stake footpath
600mm, the long 21.7m of stake, pile body concrete strength C30, concrete piles protective layer thickness 50mm, vertical ultimate bearing capacity of single pile standard value will
Ask and reach 2800KN, vertical bearing capacity of single pile characteristic value 1400KN.
This engineering is by effectively controlling rational technology utilization and emphasis link, and construction quality produces a desired effect, together
When, the construction period is saved, reduces materials'use, reduce machinery cost, labour cost, administration fee input, achieve preferably
Economic benefit.
Preferred embodiment of the present utility model is the foregoing is only, it is all at this not using the utility model as limitation
All any modification, equivalent and improvement made within the spirit and principle of utility model etc., should be included in the utility model
Protection domain within.
Claims (4)
1. a kind of long auger guncreting pile steel reinforcement cage, it is characterised in that be uniformly arranged including more along the circumference of steel reinforcement cage
Cage bar（1）Main ribs are spirally wound on along the circumference of steel reinforcement cage（1）On tie hoop（2）, the tie hoop（2）
It is weldingly fixed on main ribs（1）Outside, main ribs（1）One end towards steel reinforcement cage axis direction bend, make the end
Steel reinforcement cage formed conical lower section；An at least main ribs（1）The upper extension with along the direction setting for deviating from bottom
Portion（3）, when the steel reinforcement cage is inserted into designed elevation, the extension is higher by the top of stake holes.
2. long auger guncreting pile steel reinforcement cage as claimed in claim 1, it is characterised in that the tie hoop（2）With
Main ribs（1）Intersection be also banded with steel wire.
3. long auger guncreting pile steel reinforcement cage as claimed in claim 1, it is characterised in that the extension（3）For weldering
The reinforcing bar being connected in main ribs.
4. long auger guncreting pile steel reinforcement cage as claimed in claim 1, it is characterised in that the tie hoop（2）'s
The diameter of pitch and steel reinforcement cage ratio is 1:2~1:4.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720405925.3U CN206721870U (en) | 2017-04-18 | 2017-04-18 | A kind of long auger guncreting pile steel reinforcement cage |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720405925.3U CN206721870U (en) | 2017-04-18 | 2017-04-18 | A kind of long auger guncreting pile steel reinforcement cage |
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| CN206721870U true CN206721870U (en) | 2017-12-08 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110644475A (en) * | 2019-09-25 | 2020-01-03 | 瑞森新建筑有限公司 | Method for filling pile by inserting steel bars after long spiral drilling and concrete pressure pouring |
| CN110948675A (en) * | 2019-12-20 | 2020-04-03 | 三一筑工科技有限公司 | Production method of laminated wall with vibrating device |
| CN113699995A (en) * | 2021-07-26 | 2021-11-26 | 甘肃旭盛显示科技有限公司 | Construction method for matching and hoisting vibrating rod and reinforcement cage |
| CN113756289A (en) * | 2021-09-02 | 2021-12-07 | 中铁二十局集团第三工程有限公司 | Steel reinforcement cage and fender pile construction method |
-
2017
- 2017-04-18 CN CN201720405925.3U patent/CN206721870U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110644475A (en) * | 2019-09-25 | 2020-01-03 | 瑞森新建筑有限公司 | Method for filling pile by inserting steel bars after long spiral drilling and concrete pressure pouring |
| CN110948675A (en) * | 2019-12-20 | 2020-04-03 | 三一筑工科技有限公司 | Production method of laminated wall with vibrating device |
| CN113699995A (en) * | 2021-07-26 | 2021-11-26 | 甘肃旭盛显示科技有限公司 | Construction method for matching and hoisting vibrating rod and reinforcement cage |
| CN113699995B (en) * | 2021-07-26 | 2022-07-22 | 甘肃旭盛显示科技有限公司 | Construction method for matching and hoisting vibrating rod and reinforcement cage |
| CN113756289A (en) * | 2021-09-02 | 2021-12-07 | 中铁二十局集团第三工程有限公司 | Steel reinforcement cage and fender pile construction method |
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