CN101768962B - Precast perforated pipe - Google Patents
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- CN101768962B CN101768962B CN 200910064009 CN200910064009A CN101768962B CN 101768962 B CN101768962 B CN 101768962B CN 200910064009 CN200910064009 CN 200910064009 CN 200910064009 A CN200910064009 A CN 200910064009A CN 101768962 B CN101768962 B CN 101768962B
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Abstract
The invention provides a precast perforated pipe pile. A perforated pipe and concrete arranged in and out the perforated pipe form a pipe body, and the outer wall of the pipe body is provided with a self-tapping screw which is a spiral bump arranged on the outer wall of the pipe body. The bottom end of the pipe body is a flat head or a tip head, and the top end of the pipe body is a multi-face column and is externally sheathed with a side limited ring. The side limited ring is in a horn shape, and foundation soil is arranged between the pipe body and the side limited ring. The preparation method of the precast perforated pipe pile comprises the following steps: the perforated pipe is manufactured by steel pipes with different specifications, and the thickness is larger than 2 mm; the aperture of perforated holes in the perforated pipe is manufactured by a cutting mode and is determined according to the grain diameter of stone in the concrete, and the distribution of the perforated holes from the pile top to the pile end is determined according to the distribution characteristics of additional stress of the pile; the spiral bump of the outer pipe of the perforated pipe is determined according to the bearing capacity of single pile and the rotational torque; and a variety of parameters of the perforated pipe precast pile are determined according to shared building load, final foundation deformation, foundation soil conditions and conditions for affecting pile sinking.
Description
Technical field
The invention belongs to construction foundation working process, specifically is exactly precast perforated pipe pile and preparation method.
Background technology
Existing construction of prefabricated piles adopts main equipment and facility more under present condition---and large-scale rig, high tonnage static pressed pile equipment and corollary equipment and factory wait to finish.Therefore, equipment transportation and site operation difficulty are very big, and electric power or fuel oil consumption are big; Be subjected to the influence of combinations such as foundation soil multilayer, heterogeneous, many mechanical property, pore-forming and pile driving process complex process---boring needs that different drilling tools are supporting, static pressed pile need be drawn behind the hole and could be pressed onto projected depth etc. to stake and cause complex process, any one process procedure to go wrong can causing procedure failure or produce hidden dangers in project.
Summary of the invention
The purpose of this invention is to provide and a kind ofly rotate the precast perforated pipe pile that fashion of extrusion is sent into different depth, and then a kind of lateral confinement precast perforated pipe pile that has is provided.
The present invention is achieved in that a kind of precast perforated pipe pile, constitutes body by floral tube and the concrete that is arranged on inside and outside the floral tube, and it is characterized in that: tube wall arranges thread tapping.
Described precast perforated pipe pile is characterized in that: described thread tapping is the spiral protrusion that arranges at tube wall.
Described precast perforated pipe pile is characterized in that: described body bottom is tack.
Described precast perforated pipe pile is characterized in that: described body bottom is tip.
Described precast perforated pipe pile is characterized in that: described body top is the multiaspect post.
Described precast perforated pipe pile is characterized in that: described body top is positive multiaspect post.
Described precast perforated pipe pile is characterized in that: described body top is one of positive angular column, positive six posts, positive octagon column.
Described precast perforated pipe pile is characterized in that: described body top overcoat lateral confinement ring, the lateral confinement ring is horn-like.
Described precast perforated pipe pile is characterized in that: be foundation soil between described body and the lateral confinement ring.
The preparation method of described precast perforated pipe pile may further comprise the steps:
Floral tube is by the steel pipe manufacturing of different size, and thickness is greater than 2mm, and the cutting mode manufacturing is adopted in the aperture in the colored hole in the floral tube, and the aperture is determined according to the particle diameter of stone in the concrete, determined to push up from stake the distribution in the colored hole of stake end according to the subsidiary stress distribution character of stake; The spiral protrusion of the outside of floral tube is determined according to the moment of torsion of bearing capacity of single pile and rotation; The various parameters of floral tube preformed pile are determined according to the built-loading of sharing and ground final deformation amount, foundation soil condition, the condition that influences pile sinking.
Below by the comparison with existing stake good effect of the present invention is described.
Formed by lateral confinement precast perforated pipe pile structure
Have the lateral confinement precast perforated pipe pile be kind by lateral confinement ring 1-1, precast perforated pipe pile 2-1 (equal diameters or does not wait, length is combination of long drives and drop shots or equate, minimum value that the stake number is n, n is 0), foundation soil or manually graded sand and stone etc. form and see Fig. 1～2.
There are lateral confinement precast perforated pipe pile plan view, d in Fig. 1 system
1A3-1 is the stake footpath (equal the external diameter of lateral confinement ring, interior diameter is determined by relevant parameter) that the lateral confinement precast perforated pipe pile is arranged, d
2A4-1 is the stake footpath of precast perforated pipe pile, d
2A4-1=(0.3～0.1) d
1A3-1, d
1A3-1 〉=400mm.There are radical and the length of precast perforated pipe pile in the lateral confinement precast perforated pipe pile to be required to determine by the bearing capacity that has the lateral confinement precast perforated pipe pile to share and distortion etc.
Precast perforated pipe pile 2-1-1 among Fig. 2 is identical with the diameter of precast perforated pipe pile 2-1-2, technology is identical, length is different, bearing stratum different (determining according to sharing diadactic structure that load and engineering geological conditions divide etc.).The minimum value of the radical n of precast perforated pipe pile is zero.The structure of lateral confinement ring and relevant parameter be the definite opinion second joint content really.
The present situation of single pile foundation
Cushion cap 5-2 is measure-alike in Fig. 3～4, and the load that cushion cap is born is identical, d
1D among B3-2 and Fig. 1
1A3-1 numerical value is identical.Stake 2-2 is the bored pile, pile for prestressed pipe, back joint bar CFG stake, CFG stake, preformed pile of common variety of way etc.Because the situation of stake 2-2 is commonplace, will not narrate at this.
Lateral confinement precast perforated pipe pile and stake 2-2 are arranged relatively
1, advanced explanation
The lateral confinement precast perforated pipe pile is arranged: on bases such as one dimensional consolidation result of the test and One-dimensional Consolidation Theory and composite material theory, after practice by theoretical and design, engineering and the summary of test and ground long-term observation etc., that summarizes ground has a lateral confinement structure design principle, under the guidance of this principle, and the design pile body.
Have lateral confinement precast perforated pipe pile design object to be: the first, utilize the consolidation strength of shallow layer foundation soil to greatest extent and improve consolidation strength---improve the bearing capacity of inter-pile soil.Foundation soil under complete lateral confinement condition (under the different engineering load actions, K
0Top layer foundation soil during state produces corresponding lateral deformation, the lateral confinement ring is controlled this distortion fully), foundation soil is after deflection takes place, can improve the consolidation strength of its corresponding state, this intensity performance amount is more big, and the load that soil is shared is more high, load in the stake reduces, therefore, reduce the quantity of precast perforated pipe pile, save building materials; Second improves single pile stake top intensity, the shear strength that stake week is native and the increase of intensity are simultaneously, not only improved the stake top intensity of precast perforated pipe pile, and stake top intensity increases along with the increase of sedimentation and deformation, reduced on following top of the condition of concentrating high load the often phenomenon of destruction; The 3rd, reduce the top sedimentation and deformation amount of stake and inter-pile soil, determine the degree of depth of lateral confinement ring according to different engineering loads and engineering geological conditions, reach two purposes---and realization predeformation (be combined with other technology, to the pile body preloading, fixed and predeformation such as foundation soil and stake, add subsidiary stress on the foundation soil in the pile body scope in advance, in advance produce confining stress and strain at pile body, reduce or realize construction Deformation and final settlement in advance), and reduce construction Deformation and final settlement; The 4th, have the lateral confinement precast perforated pipe pile to greatest extent layering utilize side friction and the bearing capacity of foundation soil, utilize limited constructional materials to improve bearing capacity of single pile, adjust bearing capacity of single pile numerical value flexibly; The 5th, for the ground that different distortion requires, sedimentation and deformation reduces the sedimentation and deformation amount in pile body deep by lateral confinement ring and the control of layering precast perforated pipe pile.The 6th and other patented technology combine, except lateral confinement prestressed pile top pre-applied force stress is arranged, still in the place's prestressing of stake end, form stake end predeformation, improve bearing capacity of pile tip and reduce distortion.The 7th, the probability that hidden dangers in project and defective occur is very small, even occur, in the construction technology link of pile body, is very easy to find and handles, needn't be in the completion post processing.
Stake 2-2: according to space structures method design pile body, do not possess above-mentioned theory and design principle advantage, can't utilize the consolidation strength of shallow layer foundation soil; The lateral confinement intensity of pile body can't improve by bearing the load process; Bearing capacity of single pile control flexibility is little; The later stage deflection control difficulty of stake is big; Discover that hidden danger after the construction and defect processing expense costliness, processing time length, complex disposal process, social negative effect are bigger, especially hidden danger partly is that design principle itself can't overcome.
2, saving property (under identical cushion cap and bearing capacity, 2-2 compares with stake)
Two kinds of stakes are more as can be known: have the single pile engineering time of lateral confinement precast perforated pipe pile to reduce 20～50%; Adopt the rotation fashion of extrusion that precast perforated pipe pile is sent into the different degree of depth, the technology power consumption reduces 50～60%; Reduce water consumption 60～80%; Concrete reduction 30～50%; Save steel 20～35%; Small-sized disposable rotation extruder (providing separately) pile is provided, saves artificial 20～30%.Construction costs comprehensive reducing a small amount of 30 ~ 40%; Reduce section stake quantity (section stake of stake 2-2 is measured very big, stacks in a large number in the place, back of being completed and takes pile crown) on a top, a top degree of depth is controlled in advance; Relatively stake 2-2 improves pile capacity and reduces the process procedure of distortion and mode (enlarge at the bottom of hole-bottom slurry-injection, the hole, compacting at the bottom of the hole, pile body multi-branch bearing disk, length stake combination etc.), this construction technology is simple and link is less, namely implement the lateral confinement ring on the top of foundation soil, improve bearing capacity of single pile and reduce a stake deflection and become easy to operate, guarantee that various accident rates are low and in controlled range.
1, the feature of environmental protection (under identical cushion cap and bearing capacity, 2-2 compares with stake)
Two kinds of stakes are more as can be known: have the lateral confinement precast perforated pipe pile not have expense soil or mud emission; Except extreme special foundation soil, not discarded pile crown does not produce building waste; The surrounding buildings thing there is not soil compaction or because the differential settlement distortion that casting produces; Noiselessness does not disturb residents;
2, feasibility
Have the stake footpath of lateral confinement precast perforated pipe pile little, now mostly be 100～200mm, precast perforated pipe pile is less for torsional moment and the static pressure requirement of facility, and therefore construction is convenient, and construction link is few, and equipment is small-sized, and on-the-spot power consumption is few; Supervision and oversight simple (being similar to the construction technology of prefabricated tubular pile); Each link of precast perforated pipe pile all can be made in batch production; For the stratum of layer of sand or cobble distribution, pile driving process does not need to draw the hole or fetch earth, and does not have the hole of collapsing, shrinkage cavity, can't penetrate problems such as (present prefabricated tubular pile can not penetrate thick sand bed).
The problem big for the shallow layer foundation soil deflection, that bearing capacity is low, flexible design, laying out pile not limited by spacing, and test and test data are verified: the sedimentation and deformation amount at the ground king-pile of flusch bed thickness is little, bearing capacity is high; After having hardpan or the prestressing of stake end, can satisfy at the stake end building needs of different distortion required precision; Diadactic structure internal upper part soil layer thin (less than 6m) and be positioned at water level when following in the ground has the radical n=0 of the stake in the lateral confinement precast perforated pipe pile, also can meet the demands.
Solve subject matter in the present pile foundation engineering
1, solves that the top layer foundation soil can't utilize or the inter-pile soil bearing capacity increases substantially difficult problems such as difficulty and distortion are bigger
Utilize topsoil to have for structure foundation: save that foundation construction cycle and the underground space, easy construction, Foundation Design economy drop into that reductions, work progress safety, building waste are few, environmental protection, ground detect simple, manage advantages such as simple and direct.
In ground foundation engineering research, utilize topsoil to do a difficult problem and the focus that ground is geotechnical engineering circle.A difficult problem is that topsoil deflection under concentrated high loading condition is big and bearing capacity is low, directly does highrise building ground etc., neither satisfies intensity and the deformation requirements of highrise building ground, does not also meet the regulation of basic design specification of the foundation.At present, be to adopt stake 2-2 to pass through topsoil to the top layer soil processing method, topsoil only provides limited side friction, and the load that the inter-pile soil on top layer is shared is very little.
The design of present ground is based upon stress and concentrates on the principle basis, and the intensity of ground and sedimentation are by wherein artificial structure's intensity, Deformation control.Foundation soil is contributed intensity to the basis, and shared ratio is seldom in ground.The thickness of inter-pile soil is big, so embedded depth of foundation is still very dark.Because artificial structure's end needs intensity and the Deformation control effect of high-intensity bearing stratum competence exertion stake, otherwise various forms of destructions at first take place in the artificial structure in the ground.The destruction scale increases, and when reaching load and bearing state by foundation soil fully, ground takes place by whole destruction.
Going into seriously stress concentrates in principle and the ground after the pile soil common action mode, be not difficult to find that the target that stress is concentrated in the ground is the artificial structure, the artificial structure of load action is exactly the pile body of various forms of high strength (intensity is greater than 20MPa), and in inter-pile soil, do not have condition generation stress concentration phenomenon and share more load, after the ultimate bearing capacity performance of foundation soil, granule strength in the foundation soil does not have condition to produce, soil particle intensity is not born the chance that increases high and big load, and foundation soil can only produce whole destruction.So, for the safe operation of building, have only the buried depth by the artificial structure to increase, bear more load, also be the unique selection of ground design, artificial structure's design present situation is in the ground, and people design dark big, high strength pile foundation and foundation soil composition composite foundation.
The One-dimensional Consolidation Theory of Tai Shaji is come out for a long time, is limited to local fixed application in the foundation engineering, does not have the overall application theory in the ground type design and solve the fixed effect that load applies process to utilize problem.The most common in the soil test have a confined compression test, constantly repeatedly does, and the modulus of compressibility index when it only provides the ground design brings the enlightenment effect for the ground type design.Darcy's law is the basic law of describing phreatic seepage characteristic, yet, do not comprise in the present ground design principle.All these, ignored the mechanical characteristic of the soil in the Geological Engineering and used, cause design ground base type poor at problem.
At present, research paper is at most the various analysis contents of pile soil common action, and the strain control of pile-soil stress share ratio, stake soil or Stress Control mode etc. become focus and the key content of research.Purpose is that the realization inter-pile soil is shared more loads, the shear strength that provides higher opposing foundation settlement to be out of shape.Therefore, the research disappearance for the data of One-dimensional Consolidation Theory and high pressure consolidation test, triaxial test and phenomenon etc. are understood and used causes the abundant of foundation design principle.Present technique is to sum up on the basis of relevant scholar's research at me, proposes to have to form after the lateral confinement structure foundation design principle.
After intensity by his-and-hers watches soil and foundation soil and deformation failure mechanism are carried out systematic research, especially find in different confined pressure power and high pressure consolidation test research: the increase of lateral confinement improves and is out of shape the contribution that minimizing has highly significant for the intensity of topsoil, the lateral confinement structure of certain intensity not only increased topsoil intensity, reduce lateral deformation, and changed in the ground failure mode and mechanism, compression layer internal strain characteristics and rule such as seepage flow.The proposition of lateral confinement ring is that shortcut has been found in the solution of the unserviceable difficult problem of top layer foundation soil, has realized that inter-pile soil shares the imagination of more loads.
Stake 2-2 does not utilize the top layer foundation soil that the lateral confinement compressive strength is arranged, and stake 2-2's is simple in structure---cylinder independently in the soil body, and with the relation table of the soil body surface of stake 2-2 now, stake 2-2 inside only is force-transmitting pole, the acting in conjunction performance between the stake soil is insufficient.
There is the lateral confinement precast perforated pipe pile to utilize the top layer foundation soil that the lateral confinement compressive strength is arranged, its complex structure---the stake top is by many perforated pipe piles (n root, the n value is determined by bearing capacity of foundation soil, minimum value can get zero) and lateral confinement ring composition, surface and (the lateral confinement ring restriction foundation soil lateral deformation of the inner surface of lateral confinement ring with the present perforated pipe pile of relation table of the soil body, increase the degree of consolidation of soil, increase the confined pressure power at stake top), the acting in conjunction performance between the stake soil is abundant---reduce top layer ground upper deformation amount, improve the top layer bearing capacity of foundation slab, improve the efficient that stake top stress transmits to the deep, increase the performance of frictional resistance between stake soil.
2, solve the problem of the huge and complex process of the pile foundation facility of point load or big load engineering construction
Stake 2-2 construction is adopted main equipment and facility more under present condition---and large-scale rig, high tonnage static pressed pile equipment and corollary equipment and factory wait to finish.Therefore, equipment transportation and site operation difficulty are very big, and electric power or fuel oil consumption are big; Be subjected to the influence of combinations such as foundation soil multilayer, heterogeneous, many mechanical property, pore-forming and pile driving process complex process---boring needs that different drilling tools are supporting, static pressed pile need be drawn behind the hole and could be pressed onto projected depth etc. to stake and cause complex process, any one process procedure to go wrong can causing procedure failure or produce hidden dangers in project.
Having the lateral confinement prestressed pile to adopt mini-plant---rotation extrusion equipment, stake are realized the batch production making.Therefore, equipment transportation and site operation difficulty are little, and energy consumption is few; Be not subjected to the influence of combinations such as foundation soil multilayer, heterogeneous, many mechanical property, the form of combination pile body is more, satisfy requirement (in the supporting of ground and pattern foundation pit supporting structure, large-scale native side slope or rubble class side slope, all having the advantage that other artificial structure does not possess) and the pile driving process technology simple (the rotation fashion of extrusion---similar people are through screw commonly used) of different engineerings, process procedure is few, does not produce hidden dangers in project.
3, solving stake 2-2 improves the bearing capacity difficulty and reduces problems such as distortion is big
For solving stake 2-2 bearing capacity raising and being out of shape big problem, present method is: 1) take soil compaction at the bottom of stake, expand the end or modes such as fixed and curing, 2) carry out branch or squeezed one-tenth force disk at the pile body different depth.Their pore forming process are very complicated, and system stake process hidden danger is more---moulding, visuality and poor controllability in the soil layer of certain depth under the stake top.
There is the lateral confinement prestressed pile to solve the following problem of stake 2-2: to improve the bearing capacity difficulty, reduce the deformation technique complexity, to reduce the artificial material consumption big etc., its method is: 2-2 is divided into n root precast perforated pipe pile stake, the stake footpath is little, improve the stake surface area---increase the side friction between stake soil, construction is easy, and partial component realizes the batch production making; Adopt the lateral confinement ring of α angle at n root precast perforated pipe pile top periphery, generation along with the sedimentation of lateral confinement ring, its inner ground regolith is compacted, and 1) increase the stake ambient pressure, improve the compressive strength of stake, give full play to single pile intensity, increasing pile top load to deep transmission effects, 2) the lateral confinement ring is stake top application worker, and difficulty and technology are all less, difficulty and the hidden danger of getting rid of the deep hole enlargement, controllability and visual good.Test shows that bearing capacity of single pile and settling amount are former and is higher than identical stake 2-2.
4, solve the problem that stake 2-2 different design closes the ground subsidiary stress regularity of distribution
Pile body subsidiary stress distribution curve and deformation test data show: the stake top is certain depth (3～4d down
1) in, subsidiary stress is concentrated with deflection and is its tens of times down, continues to go to zero gradually to two of depth directions.
As seen adopt stake top (3～4d
1) under, adopt branch and hole enlargement measure also not to meet the pile body ess-strain regularity of distribution, the especially stake in huge thick flusch soil layer, above-mentioned measure only is the end load that improves stake, it is slow that side friction improves speed.
There is the design concept of lateral confinement precast perforated pipe pile to meet subsidiary stress and stress distribution rule, is beneficial to construction, control stake top (3～4d
1) in large deformation and can increase substantially bearing capacity.
5, solve stake 2-2 and can not add prestressed problem
2-2 is behind pile in stake, because technological reason can not apply prestressing force to it, therefore, stress-strain state remains unchanged substantially behind the worker.The first, the inhomogeneities of foundation soil is objectively, causes that deflection and the bearing capacity of stake is inhomogeneous behind the worker, produces shearing strain in various degree in sole plate, increases construction costs; The second, when requiring the relative settlement amount higher less than a certain amount of or precision, a stake 2-2 must lengthen or increase the stake footpath or strengthen at the bottom of stake; The 3rd, construct when quick in top, will strengthen the rate of settling of foundation, causes construction to destroy.
Have in the lateral confinement precast perforated pipe pile formation of pile, in conjunction with other technology, to its on stake top or the stake end apply prestressing force, prestressed size is determined according to ground foundation settlement distortion, the deflection of single pile is controlled in pile-formation process and is tested, and the specific aim of engineering load is stronger, therefore, ess-strain is consistent substantially behind the worker of stake, and above-mentioned stake 2-2 problem is resolved simultaneously.In soil-slope, precast perforated pipe pile plays the anchor pole effect, adds prestressing force and becomes possibility, prevents the defective that prestressing force dissipates fast in the prestressing anchor pole in the present native side slope.
Description of drawings
Fig. 1 has lateral confinement precast perforated pipe pile floor map;
Fig. 2 has lateral confinement precast perforated pipe pile generalized section;
The present pile foundation floor map of Fig. 3;
The present pile foundation generalized section of Fig. 4;
Fig. 5 precast perforated pipe pile top generalized section;
Fig. 6 precast perforated pipe pile schematic side view;
The structural upright schematic diagram of Fig. 7 lateral confinement ring;
Fig. 8 lateral confinement ring is perspective diagram up and down.
The specific embodiment
As Fig. 5 Fig. 6, a kind of precast perforated pipe pile constitutes body by floral tube 10 and the concrete 11 that is arranged on inside and outside the floral tube, and it is characterized in that: tube wall arranges thread tapping 12.Described thread tapping 12 is the spiral protrusions that arrange at tube wall.Described body bottom is tack.Described body bottom can be tip.Described body top is positive six posts, is to screw for convenience, can certainly be positive angular column or positive octagon column, so long as multiaspect post or positive multiaspect post are all right.Described body top overcoat lateral confinement ring, the lateral confinement ring is horn-like.Be foundation soil between described body and the lateral confinement ring, Here it is the lateral confinement precast perforated pipe pile.
The structure of lateral confinement ring and making
The lateral confinement plane of a loop is arranged and the section situation is seen Fig. 5～6, and its constructional detail is seen Fig. 7～8.Because the foundation type is complicated and changeable, therefore, the design parameters of lateral confinement ring is comprehensively determined according to the subsidiary stress regularity of distribution and diffusion property etc. in engineering geological conditions, upper load, the ground.
The leaning angle α 21 of lateral confinement ring is according to local product reason mechanical property and the stake footpath d of foundation soil in the certain depth z22 under the cushion cap in Fig. 7～8
1A3-1 determines.Z22 is the vertical height of lateral confinement ring, z22=(3～4) r
124, r
124 for the upper diameter of lateral confinement ring (lateral confinement ring inside and outside for circular) or upper length (lateral confinement ring outer shape is rectangle, triangle and inner when circular, r
124 is the length of side, desirable different numerical value or equivalence); r
124 during greater than 1500mm according to 3 times of values; When the diadactic structure of foundation soil was unusual, the z22 value was determined according to diadactic structure or foundation soil lateral deformation test is determined; The z22 value should comprehensively be got big value according to above-mentioned several aspects.r
225 is the lower dimension of lateral confinement ring, with α 21 and r
124 is relevant.H
126 (the top horizontal width is vertical width when being used for pattern foundation pit supporting structure), H
227 (bottom level width, be vertical width when being used for pattern foundation pit supporting structure), β 28 (for the peripheral wall of lateral confinement ring and the angle of horizontal direction) etc. is definite according to on-the-spot soil test and composite material test, concrete test etc., β 28 spans are 21～90 ° of α.The internal diameter of lateral confinement ring is determined by above-mentioned parameter.Prefabricated, method constructions such as pre-tensioning system is prefabricated, cast in situs, on-the-spot stirring, artificial backfill that the lateral confinement ring adopts; Material is steel concrete, steel plate concrete, concrete, cement-soil, rendzinas, asphaltic earth etc.
The preparation method of described precast perforated pipe pile may further comprise the steps:
Floral tube in Fig. 5～6 is by the steel pipe manufacturing of different size, thickness is greater than 2mm, modes such as the aperture employing cutting in the colored hole in the floral tube are made, and the aperture is determined according to the particle diameter of stone in the concrete, and determined to push up from stake the distribution in the colored hole of stake end according to the subsidiary stress distribution character of stake.The topping of the outside of floral tube is determined according to the moment of torsion of bearing capacity of single pile and rotation etc.The various parameters of floral tube preformed pile etc. are determined according to the built-loading of sharing and ground final deformation amount, foundation soil condition, the condition etc. that influences pile sinking.
Claims (8)
1. precast perforated pipe pile, constitute body by floral tube and the concrete that is arranged on inside and outside the floral tube, it is characterized in that: the floral tube outer wall arranges thread tapping, the stake top is made up of many floral tubes and lateral confinement ring, floral tube length is combination of long drives and drop shots, is cushion caps at these many floral tube tops, these many floral tube top overcoat one lateral confinement rings, the lateral confinement ring is horn-like, is foundation soil between body and the lateral confinement ring.
2. precast perforated pipe pile according to claim 1, it is characterized in that: Z22 is the vertical height of lateral confinement ring, r124 is the upper diameter of lateral confinement ring, Z22=(3～4) r124, β 28 is the peripheral wall of lateral confinement ring and the angle of horizontal direction, α 21 is the leaning angle of lateral confinement ring, 21～90 ° of β 28=α.
3. precast perforated pipe pile as claimed in claim 1 is characterized in that: described thread tapping is the spiral protrusion that arranges at the floral tube outer wall.
4. as each described precast perforated pipe pile among the claim 1-3, it is characterized in that: described body bottom is tack.
5. as each described precast perforated pipe pile among the claim 1-3, it is characterized in that: described body bottom is tip.
6. as each described precast perforated pipe pile among the claim 1-3, it is characterized in that: described body top is the multiaspect post.
7. as each described precast perforated pipe pile among the claim 1-3, it is characterized in that: described body top is positive multiaspect post.
8. as each described precast perforated pipe pile among the claim 1-3, it is characterized in that: described body top is one of positive angular column, positive six posts, positive octagon column.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200910064009 CN101768962B (en) | 2009-01-05 | 2009-01-05 | Precast perforated pipe |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910064009 CN101768962B (en) | 2009-01-05 | 2009-01-05 | Precast perforated pipe |
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| CN101768962A CN101768962A (en) | 2010-07-07 |
| CN101768962B true CN101768962B (en) | 2013-09-25 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102644271A (en) * | 2011-02-17 | 2012-08-22 | 上海奥米制药装备有限公司 | Precast-concrete tubular pile |
| CN107247857A (en) * | 2017-08-02 | 2017-10-13 | 佛山市禅城区建设工程质量安全检测站 | Deflection pile tube Analysis of Bearing Capacity method |
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| CN2141434Y (en) * | 1992-12-04 | 1993-09-01 | 张平潮 | Reinforced concrete rotary flushing pile |
| KR100573371B1 (en) * | 2003-07-21 | 2006-04-25 | 김원철 | The site other opinion picket spatial-temporal method which applies the meritorious metal tubing |
| CN1485505A (en) * | 2003-08-29 | 2004-03-31 | 北京市城市建设工程研究院 | Slip casting lattice pipe with double plug and construction process |
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| CN201339188Y (en) * | 2009-01-05 | 2009-11-04 | 吴保全 | Prefabricated floral tubular pile |
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| CN101768962A (en) | 2010-07-07 |
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