CN1030208C - Construction method of foundation pile - Google Patents
Construction method of foundation pile Download PDFInfo
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- CN1030208C CN1030208C CN 93117428 CN93117428A CN1030208C CN 1030208 C CN1030208 C CN 1030208C CN 93117428 CN93117428 CN 93117428 CN 93117428 A CN93117428 A CN 93117428A CN 1030208 C CN1030208 C CN 1030208C
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- 238000010276 construction Methods 0.000 title description 8
- 238000000034 method Methods 0.000 claims abstract description 26
- 239000002689 soil Substances 0.000 claims abstract description 25
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- 239000004568 cement Substances 0.000 claims abstract description 5
- 230000035515 penetration Effects 0.000 claims description 34
- 239000000463 material Substances 0.000 claims description 8
- 230000005489 elastic deformation Effects 0.000 claims description 6
- 230000010412 perfusion Effects 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 235000021050 feed intake Nutrition 0.000 claims description 5
- 238000009792 diffusion process Methods 0.000 claims description 4
- 238000000605 extraction Methods 0.000 claims description 4
- 238000012937 correction Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 239000000843 powder Substances 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 238000005520 cutting process Methods 0.000 claims description 2
- 238000003825 pressing Methods 0.000 claims description 2
- 239000003673 groundwater Substances 0.000 abstract description 2
- 239000004575 stone Substances 0.000 abstract 3
- 238000007789 sealing Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 19
- 239000004576 sand Substances 0.000 description 6
- 241000209094 Oryza Species 0.000 description 5
- 235000007164 Oryza sativa Nutrition 0.000 description 5
- 238000002347 injection Methods 0.000 description 5
- 239000007924 injection Substances 0.000 description 5
- 239000011229 interlayer Substances 0.000 description 5
- 235000009566 rice Nutrition 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 238000012360 testing method Methods 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 238000000465 moulding Methods 0.000 description 3
- 238000004062 sedimentation Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 241001269238 Data Species 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
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- 230000002787 reinforcement Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000000717 retained effect Effects 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000003746 surface roughness Effects 0.000 description 1
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Abstract
A method for constructing foundation pile includes such steps as erecting pile tube, pouring broken stone, lightly driving the tube into foundation to make foundation soil squeeze into broken stone for sealing bottom of tube, hammering the tube into foundation to a predefined depth, pouring ground water and broken stone plunger, tamping cement to form enlarged bottom of pile, and pouring concrete in reinforcing cage to form complete pile.
Description
The present invention relates to the construction technology method of the basic pile of building foundation engineering.
For the Foundation Design stake, existing many people have carried out number of research projects in order to improve its end load, such as the job practices that discloses a kind of basic pile among the US3685302, comprise the driving immersed tube, drop hammer with inside, the dry concrete that impacts the immersed tube bottom enters underground bearing stratum, form a stake hole of squeezing into the stratum, during from stake hole lift portion immersed tube, the stopper of immersed tube bottom is displaced, so a certain amount of concrete zero-bit is trapped in the immersed tube bottom, drives above-mentioned concrete and downwards, outwards forms at the bottom of the initial enlargement of a cross section greater than the stake hole.This method has been described the rammer of taking for the end load that improves stake and has been beaten the method step that enlarges the end.But this method has caused the cost increase owing to used a dry concrete plug.
The purpose of this invention is to provide and a kind ofly can not only get the measured stake of matter of pile body own, and really can guarantee required end load and uplift resistance strong job practices, and cost is low.
Technical solution of the present invention is achieved like this, and its step comprises:
A, in the stake pipe, drop into rubble, vertically should manage afterwards and squeeze into ground gently, make the rubble pressurized compacted, and the earth under it is clamp-oned in the rubble slit at the bottom of the sealed tube, and closely contact with inside pipe wall, produce especially big frictional force until contact, strengthen impact energy afterwards and normally play the hammer immersed tube, make rubble directly bury downwards in the time pipe drawn in soil layer, until prescribed depth.
B, hang stake pipe, in pipe, inject water and it is deviate from from the pipe end, drop into the dry cement powder of using at the expansion end afterwards, and it is rammed dozen with hammering blow rubble plunger.
C, in the stake pipe, drop into reinforcing cage, perfusion pile body concrete material and extract the stake pipe.
Immersed tube is drawn into the prescribed depth of soil layer, is to use the immersed tube ceasing driving standard, and promptly the pile penetration of trying to achieve with dynamic pile formula multiply by correction factor KT according to different soil, KT=0.77 to 0.9, and the immersed tube degree of depth that is used as the frictional force examination is controlled, and its calculating formula is R=(P
2H)/((P+Q) Ng), in the formula: R=allowable bearing capacity of single pile, P=hammer weight, Q=stake pipe weight, H=height of the fall, N=safety factor, g=penetration per blow.
Ram to beat and enlarge the end and guarantee that the pile penetration of hammer of end load of stake is for being rammed the downward settling amount ey of the soil body and horizontal two factor sums of diffuseness values ex all around, its calculating formula is ey=(η QH0.51)/(gPu)-(E)/2, ex=h ÷ (Pu)/100, the instantaneous vertical pile penetration of ramming the pressure generation of ey=in the formula, the ex=tamping force makes the pile penetration of dry finish diffusion institute formation hammer, η=hammering is renderd a service, Q=keystroke weight, the H=hammer distance that falls, the design limit value of gPu=end load, the elastic deformation value of E=hammer soil body system, E=E
1+ E
2, E
1The elastic deformation value of=hammering hour hammer, E
2The elastic deformation value of soil during=hammering, h=enlarges the relevant dried prize material of substratum direction finding compacting degree by with sideways diffusion the time and erupts the splashing amount coefficient.
For further making stake have good extraction-resistant behavior, and reinforcing cage is gone into to enlarge inside, the end by straight cutting in the stake pipe.
When in pipe, dropping into reinforcing cage and pouring into the pile body concrete material, be to drop into the stake whole concrete on one side, on one side tube drawing, on one side with the light concrete that drops in the stake pipe of pressing of hammer.
Perfusion also can be adopted attached shake method at the bottom of the pipe of intermittently vibrations during tube drawing below at the bottom of the stake, is about to oscillator and directly hangs in the reinforcing cage and enlarge end recess portion, and oscillator is pulled on the pipe, and i.e. vibrations constantly fed intake constantly after tube drawing began, and filled until full stake.
The present invention adopts 0.4 to 0.8 meter/minute pipe-pulling speed in different soil properties, can guarantee that the phenomenon of card waist, necking down, broken pile does not appear in pile body.
The attached shake method of the three edge work methods of the present invention and the pipe end can be in different construction conditions and specific requirement, use wherein a kind of modus operandi, the mortar that the interlayer of batch of material is separated out before and after in the time of can guaranteeing the no mortar segregation come-up of pile body perfusion, rubble sedimentation, no fed batch separates, thereby make concrete structure tight, no peripheric blister, pile body is the proportioning unanimity of concrete from the bottom to top, each section intensity unanimity.The attached shake method in the pipe end is that oscillator at the bottom of the pipe is put into the pipe end, perfusion in pipe, on one side subsequently just can be along one side tube drawing, feed intake, start oscillator intermittence in an orderly manner, manage and oscillator pulls out liter synchronously, till full stake pipe perfusion finished, the attached shake method in the pipe end just was used for vibrated concrete.Three edge work methods can adopt under various conditions and all can obtain good result, and the attached shake method in the pipe end can adopt at water burst, when gushing in the husky soil property, and in case require the diffusing capacity of soil and pile body surface roughness should not adopt when obtaining big friction effect greatly a bit, but the output height of the attached shake method in the pipe end is big characteristics.
Be dry finish at the bottom of the expansion of the present invention, pile body is a wet slurry, rams moulding but enlarge the end with hammer, thereby enlarges the qualitative change that mechanism takes place inevitably at the end.When proportioning was worked out in event, the expansion end, lacked 10% than the sand content of pile body, and the rammer of control batch inventory and batch rammer strike number is beaten intensity, quality and the pile body basically identical that operational procedure guarantees to enlarge the end.
The present invention finish enlarge the end ram beat after, also should continue to drop into dry finish, control inventory, tube drawing amount and the relation of ramming the energy three well, ram and get the cone that is connected between the expansion end and the pile body, with the requirement of strength of assurance tie point.
Stake of the present invention footpath is generally 60 centimeters, with this highrise building that is used for 9 to 35 layers, should have bearing capacity highly reliably.The basic pile of paxilla recited above footpath, large bearing capacity guarantees that the technical measures of pile body architecture quality have solved the problem of pile body pouring quality, and paxilla could be born large bearing capacity through pouring quality is good certainly, but unresolved its root problem.Pile mechanism, rammer according to basic pile are beaten the mechanical relationship that enlarges end forming process, the relation of piling immersed tube and bearing stratum can be concluded and extensively continues to use at present, general controls with dynamic pile formula, this is impossible reach requirement that bearing capacity is highly reliably arranged behind the basic pile pile, for addressing this problem, the present invention proposes two ceasing driving standards, the end load examination of the frictional force examination of stake and stake divided come, the scheme of uniting utilization again, this is only the key problem of basic pile.
The present invention serves as the dark control of stake with the hammering pile penetration, but try to achieve its pile penetration as the dynamic pile formula of extensively continuing to use by present society, for many experts find to have critical limitations, think that it can only make approximate estimation to pile driving resistance rather than to the bearing capacity of stake at most approx.The present invention also only reaches any soil layer with this as immersed tube, estimates at how much frictional resistance, whether reaches the frictional force requirement that we estimate, just can make this estimation according to the record of examination piling.This problem also has the measure that other factors influences and deals with problems then:
1, in the hammering pile penetration is the ceasing driving standard of the dark control of stake, producing " receiving the false picture of hammer " is objective reality, the scheme that solves is to break two gusts or three gust of hammer, to pick up the worldwide tradition of the pile penetration of hitting (whenever picking up only 2-2.5 millimeter of the pile penetration of hitting) to a burst of, little ballistic work, get large impact energy and change into, multi-hit number, big pile penetration are as the immersed tube ceasing driving standard, and the dark control of stake is just more accurate like this.
2, because " basic pile " construction characteristic makes it can use the stake pipe that hypomere is thick, epimere is thin, and can adopt and overlap the pipe of plugging into, need not weld and refute pipe, thereby the dynamic pile formula of stake pipe weight metering item is advisable.
3, the difference of pointing out basic pile immersed tube penetration process and common pipeline sinking pile is that the former does not have a tip, casting poor performance, the latter has the stake point, injection is easy, casting is functional, this but makes the rebound degree difference of stake pipe penetration process, so still should revise according to concrete soil condition for the pile penetration that basic pile is tried to achieve, its correction is that Lou is KT=0.77 to 0.9.It is main that the hammering pile penetration formula of its immersed tube degree of depth control adopts Holland formula substantially, in conjunction with the specific requirement of " basic pile ", is receiving the influence of hammering false picture into shape for avoiding, and the height of the fall value is 6 meters.
For the hammering stake, a kind of ceasing driving standard with the dark control of stake of hammering pile penetration is only arranged in the world, the stake power of supporting of basic pile is not on the pipe baseplane with the dark control of stake of hammering pile penetration, but on 0.8 to 1.5 meter scope under this plane, enlarge the end under pipe, to be up to.As yes the plane, top of bearing stratum on the baseplane that enlarges the end.Clearly can find out bearing stratum the pipe end on; it is not all right at all that the dark control of hammering pile penetration gained stake during like this as only with piling decides bearing capacity; or be not all right with enlarging the method that the end dry finish amount of ramming controls, such method opposite end load all can not get protection.
We also often run into, and when with the dark control of stake of above-mentioned hammering pile penetration when reaching ceasing driving standard, the position at the pipe end is on the hard thin interlayer, the pipe end so far the thickness of interlayer be to support the injection pressure of this ceasing driving standard.But just with our existing ceasing driving standard value, high-power ballistic work is 22 tons of rice, and this ballistic work is to affact on the pipe, pass to the power layer end by pipe, and the area at the stake pipe end is 0.6
2* 0.7854=0.2827M
2, the pressure that is assigned to unit area is 22.2/0.2827=78.528tM/M
2To beat the ballistic work that we appraise and decide use when enlarging the end be 44 tons of rice when ramming, ram beat pressure when enlarging the end to bearing stratum be hammer, be not to manage, be 0.35 and hammer floor space into shape
2* 0.7854=0.0962M
2So the pressure that hammer produces bearing stratum is 44.4/0.0962=461.54tM/M
2, it almost is the former six times, so just have such possibility, is not have what problem when the substratum of this interlayer is higher than this interlayer intensity.If but substratum is softer weak, then ram and beat that this hard interbedded layer will be broken up by powerful ballistic work when enlarging the end, just to become be the continuity of penetration pile pipe in this breakdown hole on the hard interbedded layer, the expansion end, will moulding on softer substratum.This be because enlarge the expansion at the end be below intensity obtain the effect of " expansion " when more and more the great talent makes hammer force produce cross component force.On construction note, the maximum dry finish amounts of ramming reach 3.7 cubic metres, and occur in each building site, or even a building site appearance several times, can not be control with the dry pulp amount of ramming therefore.
Ram moulding by hammer at the bottom of the expansion of the present invention, appraising and deciding the ceasing driving standard of the end load that enlarges the end also weighs with the hammering pile penetration, because enlarging ramming by two tamping forces of the end finishes, one is downward, and this power is main during beginning, when bearing stratum is rammed more and more in fact, counter-force is also increasing, component around the side direction when then ramming is also increasing, and the effect of " expansions " is just more and more stronger, and is last even produce component upwards and make and enlarge the soil layer that pushes up at the end and also tamp.Ram us the sharp pile driving formula in sea transformed for downward, and a pile penetration.Around the side so that downward, then pass through the means of some on-the-spot test, grasp some empirical datas, being put in order derives tries to achieve the calculating formula of an experience, the side direction pile penetration of terminal stage when becoming the end load that enlarges the end and being benchmark, such two pile penetrations are added up just to become to ram and are beaten the true pile penetration of expansion during the end.
Be used for the high rise building foundation engineering, often do not only require singly that stake has the bearing capacity reliability of height, and require stake to have extraction-resistant behavior.There is one to enlarge the end below the basic pile, if can utilize, then basic pile just can become the very high stake of extraction-resistant behavior, concrete is not have a tensile property, want to bring into play the effect that enlarges the end, must be placed to expansion inside, the end to reinforcing cage, make basic pile promptly have reliable bearing capacity, reliable uplift resistance is arranged again.
Advantage of the present invention is the paxilla footpath, has large bearing capacity, the end load that can guarantee the single pile in 60 centimeters stake footpaths effectively is 150 tons to 200 tons, be applicable to the foundation pile in floor rooms 9 to 35, can adapt to the construction of various geologic structure, and it is consistent from the bottom to top to guarantee that pile body does not have card waist, necking down, broken pile and the assurance concrete distribution ratio on full pile body, bad phenomenon such as no mortar come-up, rubble sedimentation and short texture, can in close above layer of sand, mould layer firmly, severely-weathered layer is propped up highrise building as the bearing stratum face; The present invention can make highrise building play shallow stake, and economic index is good.
Below in conjunction with accompanying drawing embodiments of the invention are explained in detail.
Fig. 1, basic pile construction overall process schematic diagram of the present invention;
Fig. 2, attached shake method operating principle and equipment organigram at the bottom of the pipe of the present invention;
Fig. 3, reinforcing cage pack into and enlarge end position view.
Embodiment one,
Shown in Fig. 1,3, at first in pipe, begin tip-tap behind about 1.2 meters high of input rubble 4 trolleys, make the rubble pressurized compacted, and the earth under it is squeezed in the rubble slit and mouth at the bottom of the sealed tube, and closely contact with inside pipe wall, produced great frictional force up to tip-tap to this tight contact, can change over to subsequently and normally play the hammer immersed tube, strengthen impact energy, generally control height below 6 meters, promptly 4 to 5 meters, ballistic work is not less than 22 tons of rice, hammering minimum 30 is hit, and multi-hit number also draws in soil layer to tube wall when making in the downward injection soil of rubble.In the immersed tube process, 60 centimetres of macadam thickness must strictly be controlled, as then mending the throwing rubble less than 60 centimetres.As the hammering pile penetration calculating formula R=(P that presses the control of the immersed tube degree of depth
2H)/((P+Q) Ng) during on-site measurement, do not get the way of every gust ten pile penetration of hitting, and get gross is to be not less than 30 total injection amounts of hitting, when measuring, do not reach requirement, can ram continuously, and will hit several starting points postpone dried approximately hit number after, put as new starting point with this, till through the requirement.And KT should look soil layer and immersed tube rebound concrete influenced the situation choosing is worth between in 0.77 to 0.9.
When having reached, stake pipe buried depth satisfies the required degree of depth of allowable bearing, promptly dash the operation of taking off the interior rubble plunger of pipe and ramming piling end enlarged footing, at this moment earlier the stake pipe is hung, and to the pipe in the injection about 100 kg of water, with 5 to 6 meters high hammerings distance that falls, impact immersed tube gravel,, promptly drop into dry cement powder one bag (50 kilograms) when the mark on the hammer suspention steel cable has descended 20 centimetres the time.Dashing the work take off immersed tube gravel in the pipe beats the expansion end and should link up and do with ramming.When rubble has been rushed out outside the pipe, promptly should drop into to ram to beat and enlarge the dry finish of using at the end, cement in the dry finish proportioning used of the expansion end and the pile body concrete proportioning, rubble are the same, and sand can reduce 10 to 15%.Ram and beat strict control batch inventory when enlarging the end, promptly be that every batch of inventory is by beginning a trolley once, reduce to an ash bucket gradually once, rammer is beaten strict control batch rammer strike number when enlarging the end, the trolley that promptly begins whenever to feed intake can be played more than 10 hammer, gradually by the compacting degree every batch feed intake and reduce to 2 to 3 hammers.Playing the hammering pile penetration calculating formula control receipts hammer that enlarges the end by ramming.
During on-site measurement, at first first hit when beginning to test, hammer is rammed the degree of depth end and has been lower than under the stake pipe baseplane and is not less than 20 centimeters.It two is whether appraise and decide pile penetration with three aggregate-values that hit qualified, when below standard punctual, without the inaccurate test for the second time of doing that feeds intake again.And according to the requirement of different ultimate bearing capacity of single pile Pu, the selection of empirical coefficient h is as table:
Ultimate bearing capacity of single pile Pu 240-300 300-400 400-480
(ton)
Empirical coefficient h 7 5.5 4
Enlarge the end in case of ramming to beat on layer of sand, rich groundwater in the layer of sand is beaten in the process at rammer on the one hand, and the incipient stage inventory must be some more.And the bed of material that is retained in the pipe should have certain height, with leak stopping with prevent water burst, gush sand, tamped to a certain degree but work as mouth of pipe periphery, promptly should reduce inventory gradually, hits up to every bucket blow to three that feeds intake with ash bucket.
Ram and beat when enlarging the end, must control tup at after-stage and beat darker and darker, make the hammer end deeply manage minimum 20 centimetres of the end, only just allow to carry out the detection of ceasing driving standard in this depth conditions.
Beat the expansion end when rammer and reach requirement, though the stake pipe does not have the tensioning steel cable, also can whenever hit and knock-on to rise, at this moment because the beginning tamping force is downward, intensity below bearing stratum is enough, with be equivalent to the 10-12 rice hammering height pressure that hour hammer produced and reach balance, then produce the component that spreads to all around this moment, when also being tamped all around, then upwards component increases progressively, until playing the stake conduit saddle, so stake pipe rebound is the enlarged footing of certain soil condition rams and break into one of sign of merit, but it is different because of the character of soil layer to obtain the big young pathbreaker of carrying, can not be as the foundation of holding force intensity, this will formulate and specifically determine, and must press the ceasing driving standard execution during test pile in the constructure scheme of each concrete engineering.
When finish enlarge the end ram beat after, also should continue to drop into dry finish, about 3 trolleys are altogether controlled inventory, tube drawing amount and the relation of ramming the energy three well, ram and get a cone that the expansion end is connected with pile body.Specific practice is, each 10 centimetres of tube drawing pulls out 4 times altogether, and each tube drawing is thrown a defective material, for the first time with respectively drop into 1 trolley for the second time, respectively drop into 0.6 trolley with the 4th time for the third time.Each rammer is beaten and must be guaranteed that all tup is returned to a position original and stake pipe relative depth, can obtain this cone.
As needs be the uplift pile of arrangement of reinforcement, and reinforcing cage is installed to when enlarging at the end, then can not ram this cone of system, beats when enlarging the end and require to ram, and must deeply enlarge 40 centimetres of inside, the end at the bottom of the hammer, and reinforcing cage is put into the inside at the expansion end.
Put well behind the reinforcing cage promptly with the limit feed intake, the concrete spouting method of limit tube drawing, the light hammer in limit, in pipe, drop into concrete earlier, about 2.5 meters to 5 meters of bed thickness is put down hammer gently on concrete layer ability releasing of brake at leisure, and impact phenomenon must not take place.When hammer puts down, just can begin low or first gear tube drawing with 0.4 to 0.8 meter/minute, keep a close eye on the sedimentation and the tube drawing height of hammer this moment, whenever pulling out one meter hammer avales and is not less than 0.2 meter, the rice layer thickness of necessity in the holding tube, this is to prevent that underground water from pouring in the pipe, the balance soil layer returns blow pressure, makes pile body not block the important measures of waist phenomenon.According to three edge work methods up to filling full stake.
Embodiment two,
With embodiment one, as shown in Figure 2, just at the bottom of the expansion of stake, rammed to make and finished, hang out hammer and unload, the reinforcing cage of bottom for the awl end is installed, again oscillator is directly hung in expansion end recess bottom in reinforcing cage, oscillator is hung on the mouth of pipe.I.e. vibrations constantly fed intake constantly after tube drawing began, and filled until full stake.
A is immersed tube severity control interface in Fig. 1, and B is actual supporting course.
In Fig. 2, C is the pile pipe bottom surface, and D is a shake placement location.
Claims (6)
1, a kind of job practices of foundation pile, its step comprises:
A, in the stake pipe, drop into rubble, vertically should manage afterwards and squeeze into ground gently, make the rubble pressurized compacted, and the earth under it is clamp-oned in the rubble slit at the bottom of the sealed tube, and closely contact with inside pipe wall, produce especially big frictional force until contact, strengthen impact energy afterwards and normally play the hammer immersed tube, make rubble directly bury downwards in the time pipe drawn in soil layer, until prescribed depth.
B, hang stake pipe, in pipe, inject water and it is deviate from from the pipe end, drop into the dry cement powder of using at the expansion end afterwards, and it is rammed dozen with hammering blow rubble plunger.
C, in the stake pipe, drop into reinforcing cage, perfusion pile body concrete material and extract the stake pipe.
2, the job practices of a kind of foundation pile according to claim 1, it is characterized in that immersed tube is drawn into the prescribed depth of soil layer, be to use the immersed tube ceasing driving standard, promptly the pile penetration of trying to achieve with dynamic pile formula multiply by correction factor KT according to different soil, KT=0.77 to 0.9, be used as the immersed tube degree of depth control of frictional force examination, its calculating formula is R=(P
2H)/((P+Q) Ng), in the formula: R=allowable bearing capacity of single pile, P=hammer weight, Q=stake pipe weight, H=height of the fall, N=safety factor, g=penetration per blow.
3, the job practices of a kind of foundation pile according to claim 1, it is characterized in that ramming beat enlarge the end guarantee stake the end load hammer pile penetration for rammed the downward settling amount ey of the soil body and laterally around two factor sums of diffuseness values ex, its calculating formula is ey=(η QH0.51)/(gPu)-(E)/2, ex=h ÷ (Pu)/100, the instantaneous vertical pile penetration of ramming the pressure generation of ey=in the formula, the ex=tamping force makes the pile penetration of dry finish diffusion institute formation hammer, η=hammering is renderd a service, Q=keystroke weight, the H=hammer distance that falls, the design limit value of gPu=end load, the elastic deformation value of E=hammer soil body system, E=E
1+ E
2, E
1The elastic deformation value of=hammering hour hammer, E
2The elastic deformation value of soil during=hammering, h=enlarges the relevant dry finish of substratum side direction compacting degree by with sideways diffusion the time and erupts the splashing amount coefficient.
4, the job practices of a kind of foundation pile according to claim 1 is characterized in that and reinforcing cage being gone into to enlarge inside, the end by straight cutting in the stake pipe for further making stake have good extraction-resistant behavior.
5, the job practices of a kind of foundation pile according to claim 1, when it is characterized in that in pipe, dropping into reinforcing cage and pouring into the pile body concrete material, be to drop into the pile body concrete, and meanwhile tube drawing, Yi Bian use the light concrete that drops in the pipe of pressing of hammer.
6, the job practices of a kind of foundation pile according to claim 1, also can adopt attached shake method at the bottom of the pipe of intermittently vibrations when it is characterized in that pouring into tube drawing below at the bottom of the stake, be about to oscillator and in reinforcing cage, directly hang in the end recess portion that enlarges, oscillator is pulled on the pipe, i.e. vibrations constantly after tube drawing began, feed intake constantly, fill until full stake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 93117428 CN1030208C (en) | 1993-09-12 | 1993-09-12 | Construction method of foundation pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 93117428 CN1030208C (en) | 1993-09-12 | 1993-09-12 | Construction method of foundation pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1099448A CN1099448A (en) | 1995-03-01 |
| CN1030208C true CN1030208C (en) | 1995-11-01 |
Family
ID=4992001
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 93117428 Expired - Fee Related CN1030208C (en) | 1993-09-12 | 1993-09-12 | Construction method of foundation pile |
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| Country | Link |
|---|---|
| CN (1) | CN1030208C (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101314947B (en) * | 2007-06-01 | 2012-03-14 | 郑鸿彰 | Foundation pit support using artificial hole digging pile and construction method thereof |
| CN101899827B (en) * | 2009-06-01 | 2014-04-16 | 严平 | Broken soil vibration and compaction treatment method by utilizing impact hammer in immersed tube in riprap filled foundation |
| CN108470106B (en) * | 2018-03-27 | 2022-03-18 | 中交上海港湾工程设计研究院有限公司 | Method for calculating penetration of pile foundation |
-
1993
- 1993-09-12 CN CN 93117428 patent/CN1030208C/en not_active Expired - Fee Related
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| Publication number | Publication date |
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| CN1099448A (en) | 1995-03-01 |
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