CN100482897C - Self-expanding herringbone pile - Google Patents
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- CN100482897C CN100482897C CNB2006100983821A CN200610098382A CN100482897C CN 100482897 C CN100482897 C CN 100482897C CN B2006100983821 A CNB2006100983821 A CN B2006100983821A CN 200610098382 A CN200610098382 A CN 200610098382A CN 100482897 C CN100482897 C CN 100482897C
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Abstract
The invention discloses a self-opening herringbone pile, which comprises 2 vertical piles (1 and 2) which are arranged side by side, wherein one end of each of the 2 vertical piles (1 and 2) is provided with a pile cap (3), the pile caps (3) are respectively and rotatably connected with one ends of the 2 vertical piles (1 and 2), the end parts of the other ends of the 2 vertical piles (1 and 2) are inclined planes, and the inclined planes of the end parts of the 2 vertical piles (1 and 2) are opposite. The end part of the pile end is prefabricated into an inclined plane, so that the angle of the pile is automatically expanded in the mechanical pressing process to form a herringbone pile; the pile press can form two piles once, which is twice as fast as vertical piles.
Description
Technical field
The present invention relates to a kind of bearing peg, relate in particular to a kind of self-divergence type herringbone stake.
Background technology
Along with of the frequent construction of large-scale basement in the high water level area, rely on tradition vertically uplift pile carry out the resistance to plucking design merely and just show out shortcomings such as cost height, long in time limit, resistance to plucking poor effect especially.
When pulling out in the vertical stake of uniform section, pulling capacity is mainly born by the stake side-friction force, gradually Load Transfer is arrived the deep soil body by pile body.This moment, the pile body tensile stress was gradually to the bottom expansion, till the stake point along with the increase of stake top displacement.When stake point place's stake soil phase reached threshold to displacement, this place's frictional resistance reached capacity, and then the frictional force of whole pile body has has also met or exceeded peak value, and then Zhuan uplift resistance will descend gradually.
Because production is growing, the situation that uplift force is born on the basis of building is more and more many.And utilize pile foundation that uplift resistance is provided is common type comparatively, thisly is subjected to the stake of pull out force to be called uplift pile.The uplift pile just commonly used of following basis comes the uplift resistance of engineering demands:
1) high voltage transmission line tower;
2) towering building such as TV transmission tower;
3) bearing uplift pressure is main underground structure, as the deep water pump house, and the dell in basement or other industrial construction;
4) building of uplift force appear under horizontal loads; CS) building on expansive soil or the swelling soil ground;
5) pile foundation of the drilling and producing platform of offshore oil and ocean surface or diving anchoring system;
6) pile foundation of high-rise building main building and annex junction.
Uplift pile is as a kind of principal mode on resistance to plucking basis, and with respect to other resistance to plucking basis, a lot of outstanding advantages are arranged: resemble gravity type foundation and deep embeded type anchor slab resistance to plucking basis, its anti-pulling capacity depends primarily on the earth material and the compaction quality of backfill.The shear strength that at first depends on backfill; When pulling out the strict control of fairness limit on next basis, also depend on the compacted density and the modulus of deformation of backfill.Because very big to the disturbance of foundation soil during excavation pit, the bad control of the uniformity of backfill and mechanical index is grasped, these are all unfavorable to the intensity and the deformation characteristic of performance undisturbed soil; And for uplift pile, no matter be borehole, machine reaming or castinplace pile, stake Zhou Tuxiang is undisturbed over the ground or disturbance is less, and its intensity and deformation characteristic and undisturbed soil are more or less the same, and help bringing into play the intensity and the deformation characteristic of undisturbed soil.Simultaneously, uplift pile also has does not need excavation pit, working procedure such as backfill again after burying underground, effectively advantage such as reduction of erection time.
After entering 21 century, along with the emerge in multitude of highrise building and base pit engineering, uplift pile is used more and more.And also do not have the calculation Design theory of ripe relevant uplift pile now.Than compressive pile, load transfer mechanism and the computational methods of uplift pile under load action are much not overripened.Uplift pile method for designing is so far still located to use for reference compressive pile and is designed a method stage, promptly imports behind the experience reduction coefficient as uplift pile side friction value with the estimation anti-pulling capacity with the resistance to compression side friction value of stake.
The anti-pulling capacity of uplift pile is made up of stake side uplift resistance resistance, stake is heavy and stake bottom forms when pulling out load action on being subjected to pull of vacuum three parts.But the ratio that pull of vacuum accounts in total uplift resistance is less, and often may disappear and usually disregard in the load-bearing later stage.Tomlinson, M.J. think that the short-term resistance to plucking side friction of clay king-pile generally equates with the resistance to compression side friction, but stub (L/d=5〉long-term resistance to plucking side friction can be less than the resistance to compression side friction.When being the cylindricity stake, long-term anti-pulling capacity can reduce about 0.5 after 3-4 month.Its reason may be owing on pull out the following initial stage of load action and moisture shifted to stake make clay that softening cause take place with dissipating in the generation of the disappearance of the pull of vacuum that produces at the bottom of the stake and pore water pressure.For the consistency factor little soil (overconsolidated clay layer often) of healing, the phenomenon that this long-time bearing power reduces more obviously.
The pile side friction of compressive pile often is called as positive frictional resistance, and the uplift pile collateral resistance is opposite with the former action direction, is referred to as negative friction.It has been generally acknowledged that the uplift pile side friction is less than the compressive pile side friction.But measured result is often conflicting, the uplift pile side friction can less than, equal even greater than the side friction of compressive pile, as seen its inherent law be far from resemble estimation simple.And in the existing uplift pile design, think that all the uplift pile side friction is less than the compressive pile side friction.
China carries out drawing the 0.16-0.34 that the uplift pile side friction is the compressive pile side friction after field data that loading test obtains analyzes to the drilled pile at the chiltern soil layer, and the embedded depth shallow ratio of healing is littler.
Area, Jiangsu mud farinose argillic horizon adopts bored pile (stake footpath 600mm, the long 20m of the stake) data that obtains of diving engineering electric drill construction to show that pulling out and pressing side friction ratio is 0.6-0.80.The resistance to plucking side friction and the resistance to compression side friction ratio of the suction formula of the dashing uniform section bored pile from silty sand (stake footpath 450mm, the long 12m of stake) are about 0.9.
China's port works technical specification has been stipulated a reduction coefficient 0.8 of determining the uplift pile collateral resistance from the compressive pile collateral resistance.
Above-mentioned ratio has big discreteness, and reason is many-sided:
(1) the employing measured value that has of the pile side friction of compressive pile, the numerical value of selecting for use empirical method to divide that has,
(2) filling pile construction is difficult to control, calculate the stake footpath and have greater difference with actual measurement stake footpath, even and a stake side has only little ledge that anti-pulling capacity is significantly improved,
(3) diversity of soil layer etc.The factor that influences the single pile anti-pulling capacity is many-sided, and main factor has:
(1) Zhuan type and job practices;
(2) Zhuan length;
(3) classification of ground;
(4) the formation history of soil layer;
(5) Zhuan loading history;
(6) characteristic of load;
Therefore when definite uplift pile bearing capacity, at first will distinguish various situations, consider various factors, blindness may be wrong with a kind of method.And certain specification adopts compressive pile side friction importing reduction coefficient obviously appropriate inadequately with the way of determining the uplift pile bearing capacity at present.The stressed proterties of further investigation uplift pile can better instruct the construction and the design of uplift pile.This is the meaning of this research topic.
Uplift pile can be divided into two kinds according to its residing soil layer: the one, and the uplift pile in the sand foundation: the 2nd, the uplift pile in the soft foundation.Shape by stake roughly can be divided into uniform section uplift pile and non-constant section uplift pile, and wherein the non-constant section uplift pile mainly is an expanded bore pile.
The introduction of Liu Zude (1995,1996) comparison system the uplift pile basis, uplift pile basic stress proterties and range of application etc. have been done more detailed introduction.Shi Honglin etc. (1996) are at the scene on the prototype resistance to plucking experimental basis of large diameter bored pile, and anti-floating degree of safety, load transfer mechanism and the uplift pile of stake are studied influence of its surrounding soil etc.Du Guangyin etc. (2000) have obtained influencing the predictor formula that side hinders on the basis of certain hypothesis to the comparative study of having done of resistance of the side of uplift pile and compressive pile, have disclosed compressive pile and uplift pile side to a certain extent and have hindered the reason of difference to some extent.
Huang Feng etc. (1999) analyze the uplift pile displacement deformation in the sand, adopt all native deformation pattern reflection pile foundation load transfer law of stake, derive the theoretical solution of uplift pile load one displacement relation, simultaneously, Huang Feng has also done the simplified model analysis to the dilatancy of soil to the influence of pile side friction, has drawn the Different Effects of dilatancy to uplift pile and pressure bearing pile side friction.Weigh anchor plate destruction characteristic and anti-pulling capacity of He Siming (2000) antagonism analyzed, and provided rectangle anchor slab and the circular plate anchor plane of fracture parametric equation under the vertical load effect, and the value of plane of fracture parameter is analyzed and researched.On the basis of numerous uplift pile original positions of He Siming (2001) and indoor test data, set up the plane of fracture equation of uplift pile pile peripheral earth at home and abroad, studied the ultimate bearing capacity of uplift pile on this basis, and proposed an extremum principle.Wu Jianhua (2001), Xu Xiao involve Wang Longhua (2001) to be discussed the design of uplift pile respectively.
Balla (1961) and Meyerhof and Adams (1968) have studied the plane of fracture of uplift pile, and point out that under limit resistance to plucking load action, the uplift pile plane of fracture is tangent with the stake surface at stake end place, and at ground surface, the angle that the plane of fracture and horizontal plane are at 45.Alizarin flat first-class result of study (1992) shows that also under vertical load action, the plane of fracture in the soil of resistance to plucking anchor slab both sides is the tubaeform of symmetry, and its tangential direction is in the panel edges near normal, at place, the face of land, no matter is that sand or clayey sand are all near 45 °.
Khadilkar et al. (1971) has studied the plane of fracture and the Ultimate Up-lift Bearing Capacity of expanded bore pile: in indoor model test, be the steel cabinet of glass for the geometry of conveniently observing the plane of fracture adopts one side; In the steel cabinet, place the stratification sand of dyeing, observe the variation of sand in process of the test.With result according to observations, the shape of the closed plane of fracture can represent with log spiral,, and try to achieve the mathematic(al) representation that pulls out load along the stress of the plane of fracture with the differential equation expression of Kotter.MugOray and Geddes (1987) points out, Khadilkar et al.Analysis in consider that along the direction of the frictional force of the face of destruction thereby the uplift force result who tries to achieve is invalid.
Clemence and Pepe (1984) investigated using of many spiral anchor rods under the lateral stress effect in the sand layer and on pull out situation.He result of investigation shows, if before and after using, on pull out in the process and when destroying by stressed stress element is adopted an effective measure, the use of spiral anchor rod can increase the shear stress around the anchor pole, and this shear stress has extremely significantly increase in closely knit sand.According to anchor pole use and on pull out situation, they think that stress has great growth in sand, uplift force depends on that the relative depth of the compactness of sand and anchor pole is than (the ratio of the degree of depth of anchor pole and bolt diameter.
Kulhawy (1985) has introduced on the static state of shallow-layer anchor pole and has pulled out proterties, the operation technique of spiral anchor rod has been discussed and to destroying the face Influence and Development.He estimated failure mode and discussed along the shearing of observed destruction face on pull out the influence of use.To the single-screw anchor pole, Kulhawy thinks, depends on the stress state of angle of friction and anchor pole surrounding soil along the shearing of the face of destruction.Mitsch and Clemence (1985) has contrasted the indoor and site test results of many spiral anchor rods in the sand; According to result of the test, it is as follows that they think that the factor of bearing capacity is pulled out in decision on the limit: the compactness of sand, the installation of anchor pole and relative depth ratio.
Ghaly et al. (1991) has studied spiral anchor rod model laboratory test results in the dissimilar sands, and test makes certain improvements on the basis of forefathers' research, and the proterties of group's anchor is studied.
Ashraf Ghaly, Adel Hanna﹠amp; Mikhall Hanna (1991) plane of fracture and horizontal plane angle when ground surface are under 45 ° the condition, to have studied the resistance to plucking character of anchor slab in sand.A.M.Hanna and A.M.Ghaly (1992) carried out overconsolidation ratio on pull out bearing capacity influence research.AshrafGhalv﹠amp; AdelHanna＜1994) studied the damage model of single anchor and group's anchor, and the ultimate pullout capacity of the ultimate pullout capacity of single anchor and group's anchor calculated study; Ashraf M.Ghaly, Samuel.P.Clemence. (1998) also studies the resistance to plucking of oblique anchor, and the calculating of the horizontal uplift resistance of oblique anchor is derived.
The uplift pile calculation formulas for bearing capacity is inquired into, and at first is that the uplift pile from inviscid going up begins.Nineteen fifty-two, other Valeriy Rezantsev (Berezancev) by general equilibrium equations, supposes that stake side soil is axisymmetric deformation, adopts Ha Er one toll bar (Haar-Karman from broad sense coulomb failure condition, 1909) plastic state is tried to achieve the theory of cylindrical uplift pile bearing capacity and is calculated the hyperbola formula.
The Kulhawy F.H. of U.S. professor the research group's basis of equal cross section uplift pile once problem of leader carried out lasting extensive studies.Think that the main form of destroying in uniform section uplift pile basis is for the cylindrical shear failure of soil takes place on stake one native side wall interface.Inversed taper platform also may take place under certain conditions break, perhaps mix surface of shear and destroy.
Stewart.J.P. compiled the method that has proposed definite back taper body degree of depth after many people's the achievement in research with Kulhawy F.H..Think that this main shear strength with soil is relevant with original position soil stress and L/d.
The anti-pulling capacity computational methods of various countries' regulation and stipulation are widely different, slightly are described below:
Denmark's standard thinks in the cohesive soil that driven pile estimates that with the static(al) formula its anti-pulling capacity comes in and goes out too greatly, generally should determine by test.Have only so-called inferior grade and normal level engineering just to allow with general so-called static(al) formula estimation to stipulating in the standard.
" the port structure design standard " that Japanese Port and Harbour Association compiles has more detailed regulation for the anti-pulling capacity of determining driven pile.In principle will be by the anti-pulling capacity of resistance to plucking test in the hope of single pile.Have no alternative but just according to the estimation of static(al) formula, for friction pile in the bury, standard think when being pressed into and on pile side friction basically identical when pulling out, and that end resistance has is very little, also can determine anti-pulling capacity according to the compression test result.China railways, highway bridge and culvert design specifications all stipulate only to allow the stake under the combined load effect, bear pulling force.
Summary of the invention
It is fast and can improve the self-divergence type herringbone stake of the anti-side bearing capacity of resistance to compression bearing capacity, anti-pulling capacity and level to the invention provides a kind of speed of application.
The present invention adopts following technical scheme:
A kind of self-divergence type herringbone stake, comprise 2 vertical stakes side by side, these 2 vertically an end of stake be provided with a total pile cover and pile cover respectively with these 2 vertically an end of stake be rotationally connected, 2 vertically the other end end of stake be inclined-plane and these 2 vertically the end chamfer of stake face mutually.
Compared with prior art, the present invention has following advantage:
The prefabricated guaranteed strength of pile body of the present invention, machinery be pressed into construction fast, subtended angle bearing capacity height voluntarily.Stake end end is prefabricated into the inclined-plane, makes stake expand the angle automatically in mechanical process of press in, forms the herringbone pile; The every pressure of pile press once becomes two piles, and vertically the stake pile-forming speed is fast again.
In the piling process, strong compacted of the regolith between two improves the resistance to compression bearing capacity; When 2) pulling out load on bearing, it no longer relies on frictional force between the stake soil to resist to pull out load as vertical stake is simple.Because the herringbone pile tilts, in the displacement process that makes progress, the herringbone pile has the trend that takes up earthing, but the compacted soil of triangle between two of the herringbone piles has limited this trend again, causes the herringbone pile to be difficult to extract in foundation soil just as the deep bundle of shank.Model testing in finite element analysis has proved the herringbone pile in the superiority aspect the resistance to plucking, and we find out that significantly vertical two the scopes that influence foundation soil of herringbone pile are bigger darker in the foundation soil displacement cloud atlas during two kinds of stake types of finite element analysis resistance to plucking.
Description of drawings
Fig. 1 is a structural representation of the present invention.
Fig. 2 is vertically two stake finite element modeling figure.
Fig. 3 is herringbone pile's finite element modeling figure of the present invention.
The displacement cloud atlas of foundation soil when Fig. 4 is vertically two resistance to compressions.
The displacement cloud atlas of foundation soil when Fig. 5 is herringbone pile's resistance to compression of the present invention.
Q～S curve map when Fig. 6 is vertically two stakes and herringbone pile's resistance to compression of the present invention.
Foundation soil displacement cloud atlas when Fig. 7 is vertical pair of stake resistance to pluckings.
Foundation soil displacement cloud atlas when Fig. 8 is herringbone pile's resistance to plucking of the present invention.
Q～S curve map during resistance to plucking when Fig. 9 is vertically two stakes with herringbone pile's resistance to plucking of the present invention.
Figure 10 is the foundation soil displacement cloud atlas when vertically pair stake is subjected to horizontal loading.
Figure 11 is the foundation soil displacement cloud atlas of herringbone pile of the present invention when being subjected to horizontal loading.
Figure 12 is Q～S curve map when vertically pair stake is subjected to horizontal loading with herringbone pile of the present invention.
Figure 13 is vertically two stakes and herringbone pile of the present invention (model testing conclusion) resistance to plucking Q～S curve comparison diagram.
Figure 14 is the construction sequence figure that constructs with the present invention.
The specific embodiment
With reference to Fig. 1, a kind of self-divergence type herringbone stake, comprise 2 vertical stakes 1,2 side by side, these 2 vertically an end of stake 1,2 be provided with a total pile cover 3 and pile cover 3 respectively with these 2 vertically an end of stake 1,2 be rotationally connected, 2 vertically the other end end of stake 1,2 be inclined-plane and these 2 vertically the end chamfer of stake 1,2 face mutually.In the present embodiment, be provided with in the outsides of 2 vertical stakes 1,2 side by side be used to keep these 2 vertically stake 1,2 be the iron wire loop 4 that closes up state.
With reference to Figure 14, when utilizing the present invention to construct, 1) two are closed up hoisted in position with iron wire; 2) pile press is pressed into and cuts off iron wire simultaneously; 3) continue to be pressed into, because two at oblique angle opens voluntarily at soil; 4) be pressed into place and expose stake top.
With reference to Fig. 2～12, utilization geotechnical engineering specialty finite element software Plaxis analyzes herringbone pile's of the present invention vertical load-carrying properties (resistance to plucking, resistance to compression):
30 ° of herringbone pile's angles, vertically two pile spacing 5d, the native ratio of rigidity K of stake
Ps=1000
Stake: L=6m, cross section 0.2*0.3m, E
p=3*10
7KN/m
2, EA=1.71*10
7KN/m,
EI＝1.283*10
5kNm
2/m，d＝0.3m.
Clay: c=10kN/m
2,
υ=0.35, E
s=30000kN/m
2,
The conclusion of analyzing shows:
1) herringbone pile's resistance to compression ultimate bearing capacity is higher than vertically two stakes, and ultimate bearing capacity improves 14%;
2) herringbone pile's resistance to plucking ultimate bearing capacity is higher than vertically two stakes, and ultimate bearing capacity improves 12%;
3) the anti-side of herringbone pile's the level power of carrying is higher than vertically two stakes, and ultimate bearing capacity improves 20%.
With reference to Figure 13, the anti-pulling capacity of herringbone pile of the present invention and vertically two stakes has been carried out model investigation.The model pile body adopts organic glass, organic glass elastic modulus E=2.7*10
3MPa, the long 0.5m of stake, pile body cross section 200*150mm rectangle.Model groove physical dimension: long 2m, wide 1m, dark 1.5m reaches certain degree of roughness in order to make a sidewall, at the perspex bar surface very thin fine sand of the gluing one deck of epoxy resin.
Model testing also has the conclusion similar with finite element analysis, and the vertically two stakes of 30 ° of (that is: the opening angle between 2 piles) herringbone piles' of angle resistance to plucking ultimate bearing force rate improve about 30%.
Claims (2)
1, a kind of self-divergence type herringbone stake, it is characterized in that comprising 2 vertical stakes (1,2) side by side, these 2 vertically an end of stake (1,2) be provided with a total pile cover (3) and pile cover (3) respectively with these 2 vertically an end of stake (1,2) be rotationally connected, 2 vertically the other end end of stake (1,2) be inclined-plane and these 2 vertically the end chamfer of stake (1,2) face mutually.
2, self-divergence type herringbone stake according to claim 1, it is characterized in that being provided with in the outside of 2 vertical stakes (1,2) side by side be used to keep these 2 vertically stake (1,2) be the iron wire loop (4) that closes up state.
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| CNB2006100983821A CN100482897C (en) | 2006-12-14 | 2006-12-14 | Self-expanding herringbone pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100983821A CN100482897C (en) | 2006-12-14 | 2006-12-14 | Self-expanding herringbone pile |
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| CN100482897C true CN100482897C (en) | 2009-04-29 |
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| CN101139834B (en) * | 2007-08-02 | 2010-05-26 | 夏良站 | Concrete pile structure |
| CN107989028B (en) | 2017-12-01 | 2023-08-01 | 徐少钢 | Portable mechanical combined overground fixed pile device |
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