CN1690316A - Architectural feature of novel large diameter drill hole filling anchor pile and construction method thereof - Google Patents
Architectural feature of novel large diameter drill hole filling anchor pile and construction method thereof Download PDFInfo
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- CN1690316A CN1690316A CN 200410026079 CN200410026079A CN1690316A CN 1690316 A CN1690316 A CN 1690316A CN 200410026079 CN200410026079 CN 200410026079 CN 200410026079 A CN200410026079 A CN 200410026079A CN 1690316 A CN1690316 A CN 1690316A
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Abstract
The invention discloses a method of producing new post and its special function for project, belonging to the substructure design of civil engineering, the method for handling foundation, and the innovation of in-situ constructive technology. It can suit the design and construction of large building, ultra-high structure, and the special building which has high requirement for the stability of base, in the deep-thick soil layer area and the area with seriously weathered baserock which is inadvisable to support power. Said invention brings the anchor technology into the construction of large diameter and high bearing post, which can improve the bearing ability, the anti-drawing ability, and reduce the vertical subsidence of post after adding load.
Description
Technical field
The invention belongs to the innovation of field of civil engineering basic constructional design, method for processing foundation and site construction technology.The present invention has disclosed a kind of preparation method and unique engineering application feature thereof of novel stake.Be particularly suitable in the serious unsuitable load distribution of strata district of deep clay distribution district and basement rock weathering heavy construction, super-high structure, the substrate soundness required the need of the design and construction of high exceptional structure etc.
Conventional stake holding property of end and the stake side friction power utilized reduce sedimentation more, bear upper load.The present invention now the anchoring of comparative maturity be incorporated among the construction of major diameter high-bearing pile foundation, receive a series of special-effect, some premium properties that is obtained or even dreamed of since the geotechnical engineering teacher phase.
Technical background
Stake as a kind of contemporary building structure, is being brought into play important role in various engineering constructions, can both see its figure in the various geotechnical engineering phenomenons such as road and bridge, building, tunnel, side slope.Conventional stake mostly is shaft-like, utilizes its frictional property and holding property of end to play the effect (though play the anti-skidding effect of shearing resistance at the anti-skidding improvement king-pile of side slope, not belonging to the scope that the present invention discusses) of supporting superstructure thing or imposed load more.Particularly in the design and construction of highrise building, for the upper strata load is delivered in the deep layer soil body effectively, usually adopt large diameter bored pile as the basis, utilize its holding property of end preferably characteristics resist huge structural load, thereby reduce the sedimentation of ground, reach predetermined design object.
But, undesirable or do not meet end when holding the construction requirement of type pile foundation when the geological condition of job site, cause great interference will for whole engineering, even can cause the miscarriage of original design scheme, this obviously is not that we wish to see.Also have, if the unsuitable load soil layer of design land used covers very thick, when reaching hundreds of meters, how could we ideally be treated as ground the design needs of the highrise building that can satisfy skyscraper and so on? because in this stratum, up to a hundred meters soil layer has limited and has held the use feasibility of holding the type pile foundation, and the bearing capacity of friction pile can't satisfy the huge structural load of skyscraper.So pressing for, we seek the deficiency that a kind of novel method for processing foundation solves conventional method.
The present invention is incorporated into ripe now anchoring among the making of stake, on the bored pile hole wall, squeeze into anchoring means, thereby brought into play the supporting capacity of inter-pile soil to greatest extent, bearing capacity, the uplift resistance of stake had both been improved, significantly reduced the vertical sedimentation of pile foundation behind the load application again, to satisfy the design needs of engineering construction; Can also effectively reduce simultaneously the length of burying of pile foundation, dwindle the stake footpath, receive favorable economic benefit.For the design and construction of the engineering services in most highrise building, extraordinary fortification, the exigent structure of ground soundness and soft stratum, super thick soil stratum distributed area etc., the present invention has application prospect, extremely with practical value.
Summary of the invention
Goal of the invention
In order to solve an above-mentioned engineering construction difficult problem, improve bearing capacity of single pile, reduce settlement after construction, for numerous project planners provide a kind of new design scheme of supporting employing, the present invention arises at the historic moment simultaneously.We have invented a kind of stake of special shape, and have provided its structural representation, working mechanism, job practices and the points for attention of being correlated with etc.
We notice that its essence of the special applications form of anchorinies such as anchor pole, anchor cable, soil nailing is exactly that loading ratio is evenly distributed in the stable soil body on every side, thereby reach the purpose of reinforcing, raising bearing capacity.According to this principle, we have introduced this class anchor device in the design of stake, in drilled pile, on hole wall, punch, insert anchor pole or reinforcement things such as anchor cable, soil nailing, perfusion then makes behind the pile pile body and the soil body in a big way on every side strike up partnership, acting in conjunction, thus can do not lose the end hold under the prerequisite of type feature, can improve bearing capacity greatly.Because the effect of anchoring in sedimentation also can be limited in very among a small circle, and can significantly reduce required stake number.Greatly improve the engineering adaptability of stake, received good economic benefit simultaneously.
Describe in detail
The present invention has disclosed the stake type of a kind of brand new form and working mechanism, design, the constructor that can supply the weak unsuitable conventional end bearing pile of Pile Foundation, deep soft soil or basement rock to design engineering roadblocks such as application select for use, have great importance in engineering construction.
This novel stake is developed by the bored pile of routine.Structural profile as shown in Figure 4.We add anchoring means in the pile body side, utilize following operating principle, have obtained extremely outstanding engineering practicability energy.
1. the stake native co-operation---transmission-dispersion effect;
2. shearing resistance effect---the tare effect of anchor pole;
3. the stretch-draw effect of anchor cable---coring effect.
Division is as follows:
Transmission-dispersion effect: stake itself is on the interface that upper load is distributed to deep layer stake end and stake side and soil, thereby easy compression layer reduces decrement on the face of land.Anchoring pile among the present invention is delivered to the suffered load of pile body in all interior in a big way soil bodys of stake by anchor pole on above-mentioned peptizaiton basis.Because a large amount of uses of anchor pole, then pile body top load is most of when being delivered to the stake end is born by surrounding soil, has avoided the stress concentration phenomenon of stake end, thereby can make stake end soil avoid plastic failure, has improved load-carrying properties.On apparent, be greatly to have increased pile side resistance.Be in fact with the lifting surface area of pile body cross-sectional sizes enlarge be replaced into the radial anchor pole of multilayer equivalent lifting surface area, thereby reduced equivalent imposed load on the unit lifting surface area significantly.Thereby greatly reduced the sedimentation of end bearing pile.
Tare effect: the anchor pole that is similar to support is fixed on stake among the space of qualification.The soil of discrete bodies has stream plasticity, and stake will produce significant displacement deformation under the huge load action in top.But after pile body is by anchoring, be equivalent to add constraint, in soil layer, cushioned the trend of sedimentation, and have superior resistance to plucking by frame.
The coring effect: stake is as trunk, and anchor cable coring seemingly just.The tractive of anchor cable with stake with stake week scope far away a soil body connect, form integral body, play and reinforce pile body, reduce sedimentation, share load, prevent the effect of toppling.
Construction technology is as follows:
After the stake hole is drilled to rig or manually scrapes out (large diameter pile generally all belongs to end and holds type, and the bottom should be done reaming and handle), utilize the layering of degree of depth precalculated position, predetermined layer branch artificial or that mechanical system is scheduled in the sidewall soil body to drill through anchor hole.The distribution of anchor hole generally all radially becomes layered arrangement along pile body, vertically can arrange the layer that quantity does not wait, and specifically determines according to the intensity level of design pile body and required bearing capacity and with reference to related specifications.Every layer of anchor hole arranged in the form of a ring at stake hole wall, considers stressed uniformity principle, should adopt symmetric form to arrange as far as possible.
The degree of depth in each hole can be selected in the 0-30m scope flexibly, if any anchor cable, can drill through darker.In general, the length of anchor pole should not be very long, grown some waste; Can not be too short, it is not enough to have lacked anchoring effect.Anchor cable is then different, and it leans on is exactly the deep layer position, come the anchoring pile body away from the stretching effect in stake footpath, so relatively the longer the better for the length of anchor cable.But consider the difficulty of construction of earth drilling, also should be controlled within certain scope.Because relating to the definite of design parameters of safety of structure, this class generally all need process field trial or special checking computations just to draw afterwards, so need not provide concrete index here.Only limit the monopoly of involved job practices.It is to be noted: the degree of depth of each layer anchor hole can not all equate, and wants length to interweave, in case the appearance (see figure 2) of vertical plastic flow face.
The diameter of anchor hole can be chosen between 0-100cm.Because the large-diameter deep stake all belongs to permanent structure, so should carry out the anti-corrosion measure of anchoring piece.The diameter of anchor hole generally all is greater than the diameter of anchoring piece, irritates with cementitious material such as cement, mortar envelope then, plays the effect of protection anchoring piece, increases the lifting surface area of anchoring piece simultaneously, strengthens anchored force.
The gradient of anchor hole also should be controlled.This hole axially should be angled with stake, and its scope is selected between 0-180 °, generally between 45-120 °, as shown in drawings.To guarantee the quality of hole wall in the process of pore-forming, and if the hole linear, can not bending or overbending.
After anchor hole is accomplished fluently, can play the anchor construction by the standard procedure of anchoring.This process can be adjusted as required flexibly.When beating anchor pole, when rock-bolt length during, should squeeze into cementitious material such as mortar earlier less than 3m, insert anchor pole again; When rock-bolt length during greater than 3m, insert anchor pole earlier, centering, and then beat cementitious material.If when in the design application of anchor cable being arranged, need to construct with reference to relevant standard, handbook.
Because the stake bore dia is limited, the space of constructing in the hole is very narrow, so the length of rigidity anchoring piece must just can be thrown in the soil body less than the stake footpath.We select for use fining twisted steel to be used as the standard component of anchor pole.Its diameter does not limit, and selects as required.Its length can intercept arbitrarily, and two anchor poles with the footpath can connect with supporting with it sleeve-type connector.The structure of casing joint is referring to Fig. 5, and its specification needs could determine after checking in intensity, do not clearly define at this.
The anchor operation of beating of anchoring piece is the most essential steps that can whole pile foundation meet design requirement, thereby necessary strict control technology, guarantees construction quality.
In order to ensure quality, we can also be prepared into cementitious material with high-pressure rotary-spray equipment the calculus body (see figure 1) of tree root shape in the anchored end of anchoring piece, thereby strengthen the anchoring strength of anchoring piece, further improve the safety factor of the pile foundation of making and the load level that can bear according to this technology.
Above-mentioned steps can be carried out after the stake hole drill is got, or beats anchor hole after drilling through certain depth, beat anchoring piece, then drills through a hole again, beats anchor hole again, beats anchoring piece, till the projected depth that is drilled into pile body.This can select flexibly.Obviously the former can compare difficultly when anchor is made in higher position, bottom, stake hole; And the latter is under the proper situation of stepping, and the workman may stand in a bottom, hole and makes anchor, and it is more convenient to construct.But the anchoring piece that has installed may be to the hanging down of rig once more, creep into and exert an influence.These all belong to detailed problem, no longer go through at this.
Beat after anchor disposes at anchoring piece, bottom, stake hole will be cleared up, so that the stake end can be shared bigger load.Be exactly the construction sequence of pile body then.
In the stake hole, hang earlier the reinforcing cage that has bundled.Hang in the process, note to allow the anchoring piece exposure end of sidewall collude and be suspended to reinforcing cage, to prevent to damage sidewall and anchoring piece.
Enter the workman then, the exposure end of anchoring piece with the mode of joint or the welding (see figure 3) that extends.Lengthening section preferably is one with the reinforcing cage weldering, to guarantee the globality with anchoring piece.If be equipped with anchor cable, then need adopt another kind of processing mode.Outside the hole, reserve under the prerequisite of long anchor cable, with after twining on reinforcing cage about the axisymmetric anchor cable of stake each other with layer more each other snarl get up, the weight (such as concrete block etc.) that the centre hangs on suitable weight again plays the effect of pre-applied force.Squeeze into the concrete of design then in the stake hole, the sclerosis pile gets final product.
Owing in the above-mentioned technology, put into after the reinforcing cage, anchor pole needs further lengthening, welding, and operation is more numerous and diverse.We can improve as follows:
After the anchor hole pore-forming finishes, put into reinforcing cage, the workman takes advantage of hanging basket to enter and beat anchoring piece in the cage in anchor hole then.Because shaft-like anchoring piece mainly bears shearing, so the outer pretension operation of conventional anchor bolt construction mesopore there is no need at this.The anchoring operation can be simplified greatly, has made things convenient for construction.
When borehole, available rig one-step pore-creating, also available manually digging hole method step-by-step movement construction.Because anchoring construction may be time-consuming longer, so the key of technology is how to shorten the used time of anchoring operation.When adopting the step-by-step movement borehole, the degree of depth that can dig the first floor anchor hole earlier, this layer beat anchor finish after downward again borehole.Or drill through anchor hole earlier, put anchoring piece, centering, dig a hole down, the repetition aforesaid operations that stops during to one deck anchor hole degree of depth down is up to desired depth.Unified then grouting in all anchor holes, sclerosis, fixed anchors.
If any anchor cable, then need put into anchor cable, after anchoring section high-pressure injection root shape induration, normal pressure grouting in anchor hole under the stretch-draw condition is avoided corrosion with the protection anchor cable.This operation can be operated with reference to the anchor cable erection code of routine.This step may be cumbersome, thereby the application of anchor cable can be selected flexibly according to actual conditions.
Description of drawings
Fig. 1 represents the structural representation of anchoring piece.Wherein: 1. represent anchoring pieces such as anchor pole, anchor cable; 2. represent hole wall; 3. represent the cementitious material that pours in the anchor hole; 4. represent the root shape calculus body of high-pressure rotary-spray manufacturing, play anchored end; 5. represent the soil body.This technology is installed maximum difference with conventional anchor pole: the anchor hole outer end needn't addition of constraints, need not add ancillary services such as nut in addition, thereby operation is more succinct.
Fig. 2 represents the stake hole and the anchoring piece schematic diagram of large diameter borehole perfusion anchor pile.1. represent anchoring pieces such as anchor pole, anchor cable; 2. represent hole wall; 5. represent the soil body; 6. represent enlarged opening on pile bottom.
Fig. 3 represents reinforcing cage and anchoring piece structural representation.1. represent anchoring pieces such as anchor pole, anchor cable; 5. represent the soil body; 6. represent enlarged opening on pile bottom; 7. represent reinforcing cage.
The structural representation of Fig. 4 large diameter borehole perfusion anchor pile.1. represent anchoring pieces such as anchor pole, anchor cable; 5. represent the soil body; 7. represent reinforcing cage; 8. represent the material of body of a pile that pours in the stake hole.
Fig. 5 represents to connect the sleeve-type connector position sectional view of anchor pole.9. represent the anchor pole sleeve-type connector; 10. represent the anchor pole that fining twisted steel is made.This connected mode is made anchor after can easily long anchor pole being blocked again.Thereby be particularly suitable for beating the anchor construction in the space-constrained space.
The specific embodiment
Sum up above-mentioned technological process, division is as follows:
1. A digs/bores the stake hole; 2. dig/the drill hole wall anchor hole; 3. anchoring piece is installed; 4. put reinforcing cage; 5. anchoring piece post processing; 6. clear hole; 7. pour into pile body.
1. B digs/bores the stake hole; 2. dig/the drill hole wall anchor hole; 3. put reinforcing cage; 4. anchoring piece is installed; 5. anchoring piece post processing; 6. clear hole; 7. pour into pile body.
B and A by contrast, 5. step has been save the link of anchoring piece lengthening.But workman's operation in reinforcing cage will be noted personal safety.And put into after the reinforcing cage, the space becomes narrower in the stake hole, may make troubles to making anchor.
1. C digs/bores the stake hole; 2. dig/the drill hole wall anchor hole; 3. play anchor cable; 4. put reinforcing cage; 5. skyhook; 6. anchoring piece post processing; 7. clear hole; 8. pour into pile body.
This technology is compared with above-mentioned, the installation procedure of many step anchor cables.In the anchoring piece post processing, anchor cable need be symmetrical in the pile body axis and be intertwined mutually, so that apply initial load.
1. D digs/bores the stake hole; 2. put reinforcing cage; 3. squeeze into self-feeding anchor pile, slip casting in anchor hole simultaneously; 4. anchoring piece post processing; 5. clear hole; 6. pour into pile body.
In this technology, introduced state-of-the art self-advancing type series anchor pole.Because this series anchor pole can random length be used in combination, be very suitable for the anchor of beating of space narrow zone in the underground stake hole.And technology is simple, quick, saves time.
A series of construction technologies have more than been enumerated based on this disclosed novel stake.Because the broad prospect of application of these new things, so the present invention and be not limited to the process shown in above-mentioned.In actual engineering construction, must derive more more advanced technologies.
So far, the present invention is described in detail.Language is easy-to-understand, and technical term uses proper, and the engineering design, the constructor that are very suitable for certain professional knowledge read also and used.
Claims (10)
1. the present invention has disclosed a kind of novel stake, and this stake comprises following feature:
A kind of large diameter bored pile; The soil body is squeezed into anchoring piece towards periphery on pile body; Three essential characteristics such as stake end expansion.
2. the novel stake in the claim 1 is suitable for adopting under following engineering specifications:
Have that deep soil layer or soft layer, basement rock weakness or weathering are serious etc. should not hold the pile foundation construction that holds the zone that the type pile body uses; Or the super-high buildings thing, bear overweight load Base Design, construction; Or the basis required sedimentation is minimum, soundness is high, or require design, construction of resistance to plucking, anti-floating, antidetonation etc. and so on engineering services, structure etc.
In the claim 1 towards periphery the anchoring piece squeezed into of the soil body comprise:
Conventional anchor firmwares such as anchor pole, anchor cable, soil nailing.
4. squeezing into anchoring piece in the soil body towards periphery in the claim 1 comprises the steps:
Pretreatment procedure such as boring, installation, grouting and lengthening anchoring piece, be postprocessing working procedures such as one with the reinforcing cage weldering.
5. the anchor pole in the claim 3 comprises following feature:
The body of rod has higher-strength; The body of rod can random length intercept; The truncated end of the body of rod or bar is carved with screw thread; Can radially be connected easily between bar and the bar; The shearing resistance of connector, tensile property are not suffered a loss or are lost seldom and wait.
6. the installation of claim 3 stream line comprises the steps:
Put into anchor cable; At anchoring section high-pressure injection root shape induration; Stretch-draw; Normal pressure grouting in anchor hole; Each other about stake axisymmetric with the layer anchor cable on reinforcing cage, twine after more each other snarl get up; The centre hangs on the weight of suitable weight, plays the effect of pre-tension etc.
7. the anchor hole that is drilled through in the claim 4 comprises following feature:
Anchor hole and pile body axially angled is between 0-180 °; Anchor hole can not be crooked or only has a less bending; The degree of depth of anchor hole is between 0-30m; The anchor hole symmetric form of sidewall distributes; The anchor hole layering drills through, and is unsuitable densely arranged etc.
8. the jointing of anchor pole has following feature in the claim 5:
Joint is a bushing type; The truncated end threaded engagement of pipe internal thread and the body of rod or bar; Strength of joint is not less than or is unlikely excessively less than the shear strength of the body of rod, tensile strength etc.
9. the present invention has disclosed the construction technology of a cover at the novel stake described in the claim 1, and it comprises:
The brill in stake hole/take; The brill of anchor hole/take; Anchoring means is installed; Put reinforcing cage; The anchoring piece post processing; Perfusion material of body of a pile etc.
10. the step shown in the technology in the claim 9 is not limited to, in proper order, its execution conditions allow and the situation of technological progress under can look concrete condition adjusted, make up.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410026079 CN1690316A (en) | 2004-04-28 | 2004-04-28 | Architectural feature of novel large diameter drill hole filling anchor pile and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410026079 CN1690316A (en) | 2004-04-28 | 2004-04-28 | Architectural feature of novel large diameter drill hole filling anchor pile and construction method thereof |
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| CN1690316A true CN1690316A (en) | 2005-11-02 |
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| CN 200410026079 Pending CN1690316A (en) | 2004-04-28 | 2004-04-28 | Architectural feature of novel large diameter drill hole filling anchor pile and construction method thereof |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561377A (en) * | 2012-01-11 | 2012-07-11 | 重庆大学 | Seismic-resistant-columned rock bolt foundation with enlarged toe and construction method of seismic-resistant-columned rock bolt foundation with enlarged toe |
| CN106968245A (en) * | 2017-05-18 | 2017-07-21 | 重庆科技学院 | The uplift pile of prestress anchorage cable manually digging hole and its construction method |
| CN107023008A (en) * | 2017-04-01 | 2017-08-08 | 南京瑞迪建设科技有限公司 | Retaining wall and counter-force open caisson platform pile extracting method and system |
| CN107816053A (en) * | 2017-11-27 | 2018-03-20 | 佛山科学技术学院 | A kind of pile structure of civil engineering |
| CN110055956A (en) * | 2019-05-09 | 2019-07-26 | 徐泉 | A kind of tree root pile constructing process and its implementing device |
| CN111576396A (en) * | 2020-05-14 | 2020-08-25 | 三峡大学 | Anchor rod type manual hole digging pile and construction method thereof |
| CN111997046A (en) * | 2020-09-16 | 2020-11-27 | 李用浩 | Construction method of high-stability sectional type cast-in-situ bored pile |
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2004
- 2004-04-28 CN CN 200410026079 patent/CN1690316A/en active Pending
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561377A (en) * | 2012-01-11 | 2012-07-11 | 重庆大学 | Seismic-resistant-columned rock bolt foundation with enlarged toe and construction method of seismic-resistant-columned rock bolt foundation with enlarged toe |
| CN107023008A (en) * | 2017-04-01 | 2017-08-08 | 南京瑞迪建设科技有限公司 | Retaining wall and counter-force open caisson platform pile extracting method and system |
| CN107023008B (en) * | 2017-04-01 | 2022-08-09 | 南京瑞迪建设科技有限公司 | Pile pulling method and system for open caisson platform for retaining wall and counterforce |
| CN106968245A (en) * | 2017-05-18 | 2017-07-21 | 重庆科技学院 | The uplift pile of prestress anchorage cable manually digging hole and its construction method |
| CN107816053A (en) * | 2017-11-27 | 2018-03-20 | 佛山科学技术学院 | A kind of pile structure of civil engineering |
| CN110055956A (en) * | 2019-05-09 | 2019-07-26 | 徐泉 | A kind of tree root pile constructing process and its implementing device |
| CN111576396A (en) * | 2020-05-14 | 2020-08-25 | 三峡大学 | Anchor rod type manual hole digging pile and construction method thereof |
| CN111576396B (en) * | 2020-05-14 | 2022-03-08 | 三峡大学 | Anchor rod type manual hole digging pile and construction method thereof |
| CN111997046A (en) * | 2020-09-16 | 2020-11-27 | 李用浩 | Construction method of high-stability sectional type cast-in-situ bored pile |
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