CN1912255A - Construction method of immersed tube club-footed bored concrete pile - Google Patents
Construction method of immersed tube club-footed bored concrete pile Download PDFInfo
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- CN1912255A CN1912255A CN 200610021640 CN200610021640A CN1912255A CN 1912255 A CN1912255 A CN 1912255A CN 200610021640 CN200610021640 CN 200610021640 CN 200610021640 A CN200610021640 A CN 200610021640A CN 1912255 A CN1912255 A CN 1912255A
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Abstract
A method of applying pipeline sinking and foot expanding means to construct bored concrete pile includes sinking pile pipe at certain depth of underground, loading solid packing materials including hard concrete into pile pipe and tamping them out from bottom end of pile pipe to form expanded head then depositing concrete pile body on it.
Description
Technical field
The present invention relates in the construction foundation working job practices of a kind of immersed tube club-footed bored concrete pile in the pouring concrete pile on the spot.
Background technology
Can be divided into precast concrete pile and pouring concrete pile two big class job practicess on the spot as the job practices of the concrete pile of building foundation.Wherein the job practices of pouring concrete pile is of a great variety on the spot, has developed diversified construction equipment and construction technology at different formation conditions.The pile body pore-forming technique has boring, punching, borehole, spiral pore-forming and immersed tube pore-forming etc. multiple.
In order to increase bearing capacity of pile tip, usually expand end formation enlarged footing at the stake end.Expanding bottom technique has the expansion of boring, explosive expansion, companding, rammer expansion, notes to extend to polytypes such as digging expansion.Wherein the job practices of immersed tube club-footed bored concrete pile is that the stake pipe is sunk in the soil layer after the design elevation, in the stake pipe, drop into rubble, cobble, and/or solid packing such as harsh concrete rams out a stake pipe bottom and forms a termination portion that enlarges, and builds pile behind the pile body more thereon.The advantage of this method is: hole wall has a protection of pipe during (1) pore-forming, can not produce the hole that collapses; (2) can be more than groundwater table and following soil layer in pore-forming, the scope of application is wider; (3) can compacted effect be arranged to broken ground in the immersed tube construction, can increase pile side friction, add and expand at the end, the bearing capacity of stake is had a more substantial increase; (4) to be used in the immersed tube mode at stake pipe top identical with the pile mode of preformed pile for the immersed tube masterpiece, and the construction equipment that is used for preformed pile just improves a little and can use.Therefore immersed tube club-footed bored concrete pile has all obtained extensive use at home and abroad.
According to immersed tube place of application of force difference, the construction of immersed tube club-footed bored concrete pile can be divided at stake pipe top the top of carrying out immersed tube with modes such as hammering, vibrations and hit the formula immersed tunnelling method and ram inner striking type immersed tunnelling method two classes of carrying out immersed tube in pipe.
Hit on the top single pile pipe and two-tube (outer tube is the stake pipe, interior Guan Weixin pipe) two kinds of forms are arranged again in the formula immersed tunnelling method.When adopting the single pile pipe construction, concrete is dropped into shoe (by steel, cast iron or prefabricated reinforced concrete manufacturing) back cover in stake pipe bottom in the stake pipe after reaching projected depth, ram out pipe with interior hammer ram at the bottom of, at stake end formation enlarged footing after-pouring pile body.When adopting two-tube construction, there is the band shoe bottom of stud pipe and not with two kinds of shoe: during (1) band shoe construction, and after reaching projected depth, dial-out core pipe, drop into a certain amount of concrete in the stake pipe, top hammering core pipe is extruded stud pipe bottom with concrete and is formed enlarged footing after-pouring pile body.As present punching castinplace pile (Japan), west expanded bore pile (WesternPedestal Pile), Vibro stake, Simplex stake, Delta stake, Alpha stake etc., its technology and equipment are similar.When (2) not being with the shoe construction, certain distance in the core pipe indentation outer tube, replace the shoe back cover to end silt to ram close dry concrete, stake pipe and core pipe squeezed into jointly to design elevation the core pipe is extracted out, penetration concrete, put into the core pipe, top hammering core pipe forms enlarged footing after-pouring pile body at the bottom of concrete is hit outer tube.Because of this method is constructed without shoe, so can reduce a system stake cost, be the developments of China Zhejiang Province units concerned, be called the compaction pile of Chinese style.No matter above-mentioned immersed tube mode is to adopt single pipe method or double-tube method construction, band shoe or be not with the shoe construction, because immersed tube power all is to act on the pipe top, promptly in the hammering of pipe jacking row, therefore vibration and noise are big, are unfavorable for environmental protection.In addition, immersed tube power of its pipe top hammering just can sink to after need making stake pipe overcome pipe side drag in the immersed tube process and end resistance simultaneously, therefore when meeting hard interbedded layer, manages that difficulty sinks to, and its application is subjected to certain limitation.
The inner striking type immersed tunnelling method all adopts the single pile pipe construction, and two kinds of different immersed tube modes can be arranged again.A kind of is Fu Lanke (Franki) "forming column, promptly in the stake pipe, put into earlier a certain amount of rubble or harsh concrete, by inside drop hammer ram the pipe in rubble or harsh concrete plunger, by the frictional force between plunger and tube wall the stake pipe is sunk in the soil, reach and fix a pipe after the projected depth plunger is hit, drop into a certain amount of concrete again, ram and form enlarged footing after-pouring pile body.Because of ramming in pipe, vibration and noise is more much smaller than above-mentioned construction method in pipe top hammering during construction, but must overcome the side resistance simultaneously when having immersed tube equally and the end resistance just can be sunk to, and stake manages that difficulty sinks to when therefore meeting hard interbedded layer; In addition, its penetrating power depends on the frictional force between plunger and tube wall, puts into problems such as the difficult control of rubble or harsh concrete amount in the pipe.Another kind is the method that China Patent No. 98101041.5,98101332.5,99100566.X and 00106288.3 etc. disclose, promptly ram out at the bottom of the pipe pressure pile pipe behind the certain depth by elongated hammer ram in the pipe, constantly repeat this process, after reaching projected depth, drop into solid packing, ram into the filler enlarged footing with hammer, drop into again to ram behind the harsh concrete and form so-called complex carrier enlarged footing.Since in the construction of this method hammer ram to ram energy big, the enlarged footing of ramming formation is bigger than other expanded bore pile, the soil layer of enlarged footing bottom can obtain effectively compacted, thereby its bearing capacity of single pile is higher, simultaneously since this method ram pore-forming at the pipe end earlier after pressure pile pipe again, end resistance and pipe collateral resistance system overcome respectively, thereby it is big to sink to the ability of hard interbedded layer.But during immersed tube, the effectiveness of the alternately construction method of above-mentioned rammer hole and pressure pipe is lower in soft layer.Be to improve work efficiency, the existing employing at pipe top dress vibrating hammer directly gone into stake Guan Zhen to design elevation and carried out the complex carrier construction again, and to hit the construction of formula immersed tunnelling method similar and this mode is with above-mentioned single pile pipe top.Simultaneously, this job practices is when running into the bigger soil layer of viscosity, because soil sticks to the hammer ram surface, not only pull out the hammer difficulty, and when hammering, can not reach free-falling hammer, hammer force is greatly weakened, immersed tube speed is lower, and the phenomenon that earth outwards splashes in manage is serious; And, water permeability relatively abundant at underground water be when constructing in the stratum preferably, and water hammer effect will make hammer force weaken, and water also can splash out in managing, and influences surrounding environment; When running into when moulding to hard cohesive soil stratum firmly, hammer ram is difficult to again squeeze leaves soil layer, and the stake pipe is difficult to be pressed into during construction in boulder bed, thereby not only immersed tube speed is slow even can not immersed tube.On the other hand, when in the more serious soil layer of soil compaction effect, constructing, broken pile, necking down also can occur and hang quality problems such as pin.
Summary of the invention
At above-mentioned situation, the present invention will provide a kind of job practices of improved immersed tube club-footed bored concrete pile on this basis, make it can overcome the shortcoming of above-mentioned various job practicess, can concentrate its advantage again, maximize favourable factors and minimize unfavourable ones, it is little to have a noise, the immersed tube ability is strong, adapts to advantages such as the soil layer scope is wide.
The basic process of construction method of immersed tube club-footed bored concrete pile of the present invention, be that the stake pipe is sunk in the soil layer to projected depth equally, in the stake pipe, pack into the solid packing that comprises harsh concrete and it is rammed out outside the stake pipe bottom form the bellend head, concrete perfusion or steel concrete pile body thereon again.Be characterized in the stake pipe being sunk in the soil layer to projected depth with hitting mode in two-tube.Promptly, employing is combined with foundation end sealing and the length twin-tube type structure that inner tamping tube constituted greater than the stud pipe at the stud pipe internal clearance that connects, and be respectively arranged with the position limiting structure that can cooperatively interact on the pipe of inside and outside two pipes top, so that (quality is generally 3500～5000kg) and rams the tamping force drive stud pipe that the mode of hitting is produced in its bottom two-tube sink in the soil layer to projected depth in inner tamping tube with elongated hammer.Can in the stake pipe, pack into by present existing mode then solid packing such as rubble, cobble and/or harsh concrete and ram out the construction of carrying out enlarged footing outside the stake pipe bottom.
In the above-mentioned job practices of the present invention, the bottom enclosed construction, the particularly bottom part that contacts with soil layer of used inner tamping tube in two-tube when carrying out immersed tube can be conical bottom external end head form according to the construction needs, also can be flat external end head form.When adopting conical bottom, the ability of stake pipe injection soil layer is strong; Adopt when flat, particularly in the enlarged footing construction to solid packing to ram effect even more ideal.For convenient different construction needs, the bottom enclosed construction of said this inner tamping tube can adopt the fabricated structure of energy dismounting, replacing.
In inner tamping tube, ram its when bottom with elongated hammer during immersed tube, directly ram unfavorable that its bottom enclosed construction is brought for avoiding hammer ram, reduce and to ram stress and noise in the pipe end member, in inner tamping tube, can pack in advance behind the fillers such as some coarse sands, rubble, ram with elongated hammer again and carry out the immersed tube operation.
When adopting above-mentioned two-tube inner striking type job practices, can there be different immersed tube modes available according to the different situations of construction plant soil layer.
For example, in immersed tube when construction in soft layer, the mode that can adopt inside and outside two pipes to sink to is synchronously carried out, and promptly rams inner tamping tube and makes it be introduced into that the position limiting structure to two Guan Guanding enters mated condition in the soil layer, continue to ram inner tamping tube and drive the stud pipe, two pipes are sunk in the soil layer simultaneously by it.
Owing to adopt most of places of pile foundation all to be because upper soil horizon is weak, can not adopt the shallow foundation on the natural ground, need the superstructure load be reached the bottom preferably in the soil layer by stake, thus inner and outer pipes to sink to mode synchronously be the most basic immersed tube mode in this method construction.
When immersed tube is constructed in than hardpan, can adopt inner and outer pipes alternately to sink to mode carries out, promptly ram inner tamping tube make its be introduced in the soil layer enter mated condition to the position limiting structures at two pipe tops after, mention inner tamping tube, be not more than the force transferring structure spare of length difference between inside and outside two pipes inserting a length between the position limiting structure of two pipes, continue to ram inner tamping tube also by position limiting structure between two pipes and force transferring structure spare therebetween, drive the stud pipe and sink to a degree of depth that is not more than this force transferring structure spare length simultaneously, remove this force transmission element then, continue to ram inner tamping tube and make its independent sinking again, make the position limiting structure between two pipes enter mated condition once more and repeat aforesaid operations, make two pipes sink to soil layer in an alternating manner.
When adopting above-mentioned inner and outer pipes alternately to sink to mode to operate because the length of inner tamping tube is greater than the stud pipe, so inner tamping tube when ramming in the soil layer earlier required overcome be mainly end resistance; And after mentioning inner tamping tube and inserting force transferring structure spare, when ramming by inner tamping tube drive stud pipe again, the required collateral resistance that then is mainly the stud pipe that overcomes.By alternately sinking to of inside and outside two pipes, in the time of can be with immersed tube the end resistance that must overcome and collateral resistance decompose and overcome respectively, solved the problem that in than hard formation immersed tube resistance is difficult to immersed tube greatly, can improve greatly than the immersed tube speed in the hardpan.
When realizing that above-mentioned inner and outer pipes alternately sinks to, need to use said this force transferring structure spare.Test shows, the axial length of employed this force transferring structure spare should be not more than length difference between inner tamping tube and stud pipe, and the length that equals length difference between inside and outside two pipes with employing is good: inner tamping tube overcomes the degree of depth that sinks to of end resistance in advance, overcome the deep equality of sinking to of collateral resistance with later stage stud pipe, be the length difference of inside and outside two pipes, to reach high efficiency.
When moulding to hard soil layer the immersed tube construction firmly, can adopt the outer tube mode that sinks to that fetches earth to carry out, promptly earlier between the position limiting structure of inside and outside two pipes, insert the force transferring structure spare of a length greater than its length difference, thereby in making at the bottom of the bottom indentation stud pipe pipe of inner tamping tube.After ramming inner tamping tube and driving in the stud pipe incision soil layer degree of depth that is not more than inner tamping tube indentation length by two pipe position limiting structures and therebetween force transferring structure spare, inside and outside two pipes are proposed ground simultaneously, after removing force transferring structure spare, by ramming inner tamping tube the soil of depositing in the stud pipe bottom is hit and removes, mention inner tamping tube again and insert force transferring structure spare again, repeat the above-mentioned operation that makes in the stud pipe incision soil layer and hit and remove stud pipe bottom internal memory soil in place, former stake hole, make the stud pipe progressively sink to soil layer.
The above-mentioned outer tube soil of depositing that sinks in the mode process in the stud pipe bottom that fetches earth hits and removes multiple diverse ways can be arranged.For example, inside and outside two pipes that propose ground simultaneously can be placed on the haulage devices such as dolly that push, after removing force transferring structure spare, make the soil of depositing in the stud pipe bottom shoot down in dolly and can be transported by ramming inner tamping tube.
Above-mentioned outer tube fetches earth to sink in the mode and equally also need use corresponding force transferring structure spare, and the length of this force transferring structure spare should be greater than the length difference between inside and outside two pipes, otherwise will be difficult to the soil of depositing in the stud pipe bottom is hit.Test shows, the length of this force transferring structure spare with the twice that is adopted as length difference between inside and outside two pipes for well.Its form of structure is the integral structure component of length difference twice of inner tamping tube and stud pipe except that adopting an axial length, be good especially to adopt combining form identical by two axial lengths and that equal length difference between inside and outside two pipes respectively, both convenient construction operations, and efficient height.
When moulding to hard soil layer the immersed tube construction firmly, adopts above-mentioned outer tube to fetch earth and sinks to mode, can solve effectively in firm hard formation can not immersed tube problem, can eliminate or reduce again because of broken pile, the necking down of soil compaction effect generation and the quality problems of hanging pin.
According to the soil layer actual conditions of construction plant, the operation of the immersed tube of above-mentioned different modes both can be adopted separately, and the use that also can cooperatively interact is to reach desirable immersed tube effect.
The job practices of above-mentioned two-tube inner striking type immersed tube club-footed bored concrete pile of the present invention, hitting the formula double-tube method with the top that the immersed tube masterpiece is used in pipe top compares, noise is little when not only constructing, and in construction, can adopt different constructing operation mode immersed tube respectively at stake pipe soft or hard situation difference of soil layer in sinking to process because of it, therefore to hit the formula immersed tunnelling method than two-tube top strong for the ability of its immersed tube, and it is wider to adapt to soil layer.
The mode that sinks to of inner tamping tube also obviously is different from the mode that sinks to of Fu Lanke pile construction method king-pile pipe in the construction method of the present invention.The tamping force of hammer ram just can sink to after must making the single pile pipe overcome end resistance and side resistance simultaneously in the Fu Lanke pile construction method, thereby it sinks to a little less than the ability of hard formation.What job practices of the present invention adopted is double pipe structure, thereby the mode of operation that inner and outer pipes alternately sinks to or outer tube fetches earth that can adopt the end resistance that must overcome when making immersed tube and collateral resistance to be overcome respectively when sinking to hard formation is carried out, thereby has significantly increased the ability that the stake pipe sinks to hardpan.
Compare with the complex carrier compaction pile construction method that adopts the single tube inner striking type, the following advantage of construction method of the present invention is conspicuous: when hammer ram is rammed inner tamping tube and made it sink in the soil layer in (1) construction method of the present invention, hammer ram does not directly contact soil layer, can not be stained with soil on the hammer ram, thereby for certain drop height, ram energy and cheat and remain unchanged eventually, pull out hammer power and do not increase, and the soil at the pipe end, water etc. can not spill outside the pipe.And in present complex carrier compaction pile construction method, hammer ram is directly rammed soil layer, when in the viscous soil horizon of humidity, ramming, cohesive soil sticks to the hammer ram surface, both increased the resistance that pulls out when hammer, weakened the energy of ramming when dropping hammer again, in addition during hammering, pipe Nei Shui, soil outwards splash seriously, make the working environment deterioration and are unfavorable for environmental requirement.(2) construction method middle external tube of the present invention is to ram by tamping force, and it is big to sink to energy, and the stake pipe more easily sinks to.And sinking to of complex carrier compaction pile construction method king-pile pipe is to lean on the static pressure of secondary hoist engine to be pressed into, thereby it is less to sink to energy, and the stake pipe is difficult to sink to when constructing in boulder bed.(3) construction method of the present invention can adopt corresponding immersed tube mode of operation according to the different soil layer of soft or hard targetedly, thereby the immersed tube ability is strong, and suitable soil layer is wide, and speed of application is fast.Ram the mode that replaces with pressure pipe and sink to and can only adopt in the complex carrier compaction pile construction method, so form of construction work is single, immersed tube speed is slow, and suitable soil layer has limitation.(4) complex carrier compaction pile construction method is not suitable for constructing in the soil layer that artesian water and rich groundwater are arranged, water hammer effect is serious when ramming, pore-forming difficulty, and hammer ram direct contact water thereby can not produce water hammer effect not in the construction method of the present invention under water in the same old way can pore-formings.(5) the complex carrier compaction pile construction is owned by France in the soil compaction stake; regular meeting broken pile, necking down occur because of soil compaction effect and hangs quality problems such as pin; and construction method of the present invention can adopt the outer tube method immersed tube that fetches earth when constructing in the serious soil layer of soil compaction effect, thereby can alleviate or eliminate the influence of soil compaction effect.
Therefore, no matter be the double-tube method comparison of hitting formula with the single pipe method (Fu Lanke stake method and complex carrier compaction pile method) or the top of existing inner striking type, the job practices of two-tube inner striking type immersed tube club-footed bored concrete pile of the present invention has all that the immersed tube ability is strong, speed of application is fast, it is wide to adapt to soil layer, distinguishing feature such as all can construct under the groundwater condition complicated situation.
Below, foregoing of the present invention is described in further detail again by the specific embodiment by the accompanying drawing example illustrated.But this should be interpreted as that the scope of the above-mentioned theme of the present invention only limits to following example.Do not breaking away under the above-mentioned technological thought situation of the present invention, various replacements or change according to ordinary skill knowledge and customary means are made all should comprise within the scope of the invention.
Description of drawings
Fig. 1 is that the two-tube inner striking type job practices of the present invention adopts inner and outer pipes to sink to the construction process schematic diagram of mode synchronously in soft layer.
Fig. 2 is that the two-tube inner striking type job practices of the present invention adopts inner and outer pipes alternately to sink to the construction process schematic diagram of mode in than hardpan.
Fig. 3 is that the two-tube inner striking type job practices of the present invention adopts the fetch earth construction process schematic diagram of the mode that sinks to of outer tube in hard soil layer.
The specific embodiment
As shown in Figure 1, what adopt is to be combined with the twin-tube type structure that a length is constituted greater than the inner tamping tube 2 of stud pipe 4 at stud pipe 4 internal clearances that connect, the bottom of inner tamping tube 2 is a detachable assembling enclosed construction 7 of changing, and solid fillers 6 such as an amount of coarse sand, rubble are housed in advance.This enclosed construction 7 can be chosen as the external end head of taper according to the construction needs, or the external end head of flat form.Be respectively arranged with the position limiting structure 1,3 of the forms such as spacing ring that can cooperatively interact at the top of inner tamping tube 2 and stud pipe 4.
In that to sink to soil layer softer when weak, in the immersed tube process its side resistance and end resistance all less, side resistance and end resistance can overcome simultaneously.With elongated hammer 5 hammering its when bottom in inner tamping tube 2, long inner tamping tube bottom enters soil layer at the bottom of stretching out the pipe of stud pipe 4 earlier.After the position limiting structure 1,3 of inside and outside two Guan Guanding contacts with each other, inner tamping tube will drive the stud pipe and sink to together in the soil, until projected depth when continuing hammering.The concrete operations flow process that respectively goes on foot by (a)～(h) shown in Fig. 1 is respectively:
(a) telephone-moving is in place; (b) ram inner and outer pipes is sunk to synchronously; (c) outer tube sinks to projected depth; (d) mention interior pipe, drop into solid packing successively in outer tube, pipe is rammed and is formed enlarged footing 10 in putting down; (e) measure three and hit pile penetration; (f) ram harsh concrete; (g) put into reinforcing cage 8; (h) the fluid concrete pile body 9, or also can adopt and put into pile for prestressed pipe 9 in outer tube, insert fixedly pile body of sand, gravel around pile tube, and slip casing by pressure is carried out, pile until slurries are emerged the face of land from stake week after in the pipe end.
Shown in Figure 2 is that the two-tube inner striking type job practices of the present invention adopts inner and outer pipes alternately to sink to the construction process of mode.Soil layer is hard when running into, when immersed tube speed is slow, illustrate that tamping force is difficult to overcome simultaneously side resistance and end resistance, then can adopt this mode of operation construction.The concrete operations flow process that respectively goes on foot by (a)～(d) among Fig. 2 is respectively:
(a) adopt same double pipe structure among Fig. 1, be positioned at than on the hardpan aspect at the bottom of making the pipe of stud pipe 4, ram inner tamping tube 2 and make it be introduced in the soil layer position limiting structures 1,3 contact to inside and outside two pipe tops; (b) mention inner tamping tube 2; (c) position limiting structure 1 between inside and outside two pipes, the force transferring structure spare 11 that 3 are inserted a length is two length of tube differences, making at the bottom of the pipe of inside and outside two pipes is flush state, continue hammering inner tamping tube 2, driving stud pipes 4 by two position limiting structures 1,3 and force transferring structure spare therebetween 11 sinks to simultaneously and reaches the degree of depth before the inner tamping tube 2; (d) remove this force transferring structure spare 11 then, be returned to initial state (a), and repeat this and make inner tamping tube 2 overcome end resistance earlier to enter new soil layer, what drive that stud pipe 4 overcomes side resistance follow-up alternately sinks to operation again, passes than hardpan or reaches projected depth until outer tube and end.
The two-tube inner striking type job practices of the present invention that shown in Figure 3 is moulding firmly～and be difficult to immersed tube in the hard cohesive soil stratum or in the serious soil layer of soil compaction effect, adopt the fetch earth construction process of the mode that sinks to of outer tube during immersed tube.
The concrete operations flow process that respectively goes on foot by (a)～(e) among the figure is respectively:
(a) adopt same double pipe structure among Fig. 1, be positioned on the hard soil layer aspect at the bottom of making the pipe of stud pipe 4, at the pipe top of inside and outside two pipes position limiting structure 1,3 be provided with two isometric and be equal to the force transferring structure spare 11 of inner and outer pipes length difference, make the height of a force transferring structure spare 11 in inner tamping tube 2 indentation stud pipes 4 bottoms; (b) hammering inner tamping tube 2 makes the degree of depth of a force transferring structure spare 11 in the stud pipe 4 incision soil layers; (c) mentioning inside and outside two manages and places in the go-cart 12 that pushes; (d) remove one of them force transferring structure spare 11 back hammering inner tamping tubes 2, the earth pillar in stud pipe 4 bottoms is hit fall within the go-cart 12; (e) insert this force transferring structure spare 11 of removing again, be returned to initial state (a), inserting in the former stake hole and repeating this makes stud pipe 4 cut new soil layer again by inner tamping tube 2, remove the operation of being sunk to gradually again, pass this until outer tube to mould firmly～hard soil layer or reach projected depth and end by the pan soil post of incision in its pipe end.
Claims (8)
1. construction method of immersed tube club-footed bored concrete pile, the stake pipe is sunk in the soil layer to projected depth, in the stake pipe, pack into the solid packing that comprises harsh concrete and it is rammed out outside the stake pipe bottom form enlarged footing, concreting pile body thereon again, it is characterized in that adopting at the stud pipe internal clearance that connects and be combined with foundation end sealing and length the twin-tube type structure that inner tamping tube constituted greater than the stud pipe, and be respectively arranged with the position limiting structure that can cooperatively interact on the pipe of two pipes top, make the stud pipe sink to soil layer and carry out enlarged footing and construct to ram the mode of hitting is produced in its bottom two-tube tamping force in inner tamping tube with elongated hammer.
2. the described construction method of immersed tube club-footed bored concrete pile of claim 1, the enclosed construction that it is characterized in that said inner tamping tube bottom is removable fabricated structure.
3. the described construction method of immersed tube club-footed bored concrete pile of claim 1 is characterized in that ramming with elongated hammer after bottom in inner tamping tube is equipped with the solid filler medium in advance again.
4. the described construction method of immersed tube club-footed bored concrete pile of one of claim 1 to 3, adopting inside and outside two pipes to sink to mode synchronously when it is characterized in that making the stud pipe sink to soil layer in the mode of hitting in two-tube carries out, promptly ram inner tamping tube and make it be introduced into that the position limiting structure to two Guan Guanding enters mated condition in the soil layer, continue to ram inner tamping tube and two pipes are sunk in the soil layer simultaneously.
5. the described construction method of immersed tube club-footed bored concrete pile of one of claim 1 to 3, adopting inner and outer pipes alternately to sink to mode when it is characterized in that making the stud pipe sink to soil layer in the mode of hitting in two-tube carries out, promptly ram inner tamping tube make its be introduced in the soil layer enter mated condition to the position limiting structures at two pipe tops after, mention inner tamping tube, inserting the force transferring structure spare that a length is not more than length difference between two pipes between the position limiting structure of inside and outside two pipes, continue to ram inner tamping tube and drive the stud pipe and sink to a degree of depth that is not more than this force transferring structure spare length simultaneously by the position limiting structure of two pipes and force transferring structure spare therebetween, remove this force transmission element then, continue to ram inner tamping tube and make its independent sinking again, make the position limiting structure between two pipes enter mated condition once more and repeat aforesaid operations, make two pipes sink to soil layer in an alternating manner.
6. the described construction method of immersed tube club-footed bored concrete pile of claim 5, it is characterized in that the length of said force transferring structure spare equals the length difference of inner tamping tube and stud pipe, between two pipes, insert force transferring structure spare after the degree of depth when ramming inner tamping tube and drive the stud pipe and sink to soil layer simultaneously be the degree of depth of this force transferring structure spare length.
7. the described construction method of immersed tube club-footed bored concrete pile of one of claim 1 to 3, adopt the outer tube mode that sinks to that fetches earth to carry out when it is characterized in that making the stud pipe sink to soil layer in the mode of hitting in two-tube, promptly between the position limiting structure of two pipes, insert the force transferring structure spare of a length greater than two length of tube differences, in making at the bottom of the bottom indentation stud pipe pipe of inner tamping tube, after ramming inner tamping tube and the position limiting structure by two pipes and force transferring structure spare therebetween and driving in the stud pipe incision soil layer degree of depth that is not more than inner tamping tube indentation length, inside and outside two pipes are proposed ground simultaneously, ram inner tamping tube after removing force transferring structure spare, the soil of depositing in the stud pipe bottom is hit and removes, mention inner tamping tube again and insert force transferring structure spare again, in repeating above-mentioned drive stud pipe incision soil layer, place, former stake hole, make the stud pipe progressively sink to soil layer with the operation of depositing soil that hits and remove in the stud pipe bottom.
8. the described construction method of immersed tube club-footed bored concrete pile of claim 7 is characterized in that said force transferring structure spare is by two equal lengths and is equal to inner tamping tube and the composite member form of the length difference of stud pipe.
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