CN102900080A - Soil-squeezing-free preformed pile soil sampling and embedding method - Google Patents

Soil-squeezing-free preformed pile soil sampling and embedding method Download PDF

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Publication number
CN102900080A
CN102900080A CN2012103261678A CN201210326167A CN102900080A CN 102900080 A CN102900080 A CN 102900080A CN 2012103261678 A CN2012103261678 A CN 2012103261678A CN 201210326167 A CN201210326167 A CN 201210326167A CN 102900080 A CN102900080 A CN 102900080A
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CN
China
Prior art keywords
soil
pile
preformed pile
preformed
implantation
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Pending
Application number
CN2012103261678A
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Chinese (zh)
Inventor
张后禅
孙亚卓
张雪丽
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Shanghai Zhongji Pile Industry Co Ltd
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Shanghai Zhongji Pile Industry Co Ltd
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Priority to CN2012103261678A priority Critical patent/CN102900080A/en
Publication of CN102900080A publication Critical patent/CN102900080A/en
Pending legal-status Critical Current

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Abstract

The invention discloses a soil-squeezing-free preformed pile soil sampling and embedding method. The method comprises the following steps of: 1) cutting and stirring a soil layer with a design pile position by a power head drilling machine, and destroying and smashing a soil body to form a pile hole; 2) hoisting a preformed pile, aligning the preformed pile to the destroyed and smashed soil body and embedding the preformed pile into the destroyed and smashed soil body with the pile hole; 3) taking out a certain part of soil body outside the pile hole by using a hollow helical soil taking drilling head to form at least one section of complete annular space; and 4) filling cement mortar or concrete into the formed annular space, wherein the cement mortar or the concrete and the preformed pile are combined to form a composite core-wrapped concrete pile. By the method, a soil-squeezing effect can be eliminated, and an effect that the preformed pile can resist corrosion permanently is achieved to a certain extent; furthermore, the single pile bearing capacity and the shock absorption capacity of the preformed pile are greatly improved; and the problem that the end of the pile difficultly enters the supporting layer of rock soil is solved.

Description

Without the preformed pile of the soil compaction method for implantation that fetches earth
Technical field
What the present invention relates to preformed pile plants stake (piling) method, specifically belongs to a kind of preformed pile without soil compaction method for implantation that fetches earth.
Background technology
Traditional preformed pile (comprising that prestressed reinforced concrete hollow shell pill, prestressed reinforced concrete square pile, cross section are the prestressed reinforced concrete stake of other shape, non-prestressed stake, piling bar etc.) is widely used in the basis of various industry and commerce, civil building for many years, because its quality is good, intensity is high, therefore realized preferably social benefit.But, progress along with science and technology, people are more and more higher to the quality requirement of building products, some defectives of the preformed pile self that this moment is traditional come out fully, such as raw material and processing equipment etc., in addition, preformed pile also is subject to the restriction of construction technology, the problem that therefore can occur soil compaction effect in the work progress of preformed pile, this soil compaction effect are that the stress state that has changed the soil body produces because the soil structures around the stake is disturbed.
In pile driving process because self volume of stake " has taken " the original space of the soil body, make around the stake the soil body to around arrange.When the soil body around the stake is the unsaturation soil layer, when the soil body is squeezed, the volume of the soil body can shrink, extrusion stress can partly dissipate, and the soil body around stake is when being saturated soft soil, when the soil body is squeezed volume can not shrink or amount of contraction minimum, extrusion stress is mainly subdued by land movement, soil compaction effect is then fairly obvious, therefore can cause great negative effect.
The impact of soil compaction effect is mainly manifested in: during (1) pile sinking, because pile soil horizon is by densification and crowded opening, make the soil body produce the protuberance of vertical direction and the displacement of horizontal direction, the stake that may cause the neighbour to be pressed into produces come-up, the stake end is made the bearing capacity of stake not reach designing requirement by " unsettled "; Also can cause biased the moving and the quality accidents such as pile body inclining, warpage fracture of stake, even can make adjacent building and urban operating mechanism generation inhomogeneous deformation so that damage; (2) piling process Pore Pressure raises and causes damage of soil body, and the unbroken soil body also can because of continuous propagation and the dissipation creep of pore water pressure, can cause the vertical protuberance of the soil body and the displacement of horizontal direction.At present, soil compaction effect has greatly had influence on the application of preformed pile in all trades and professions, therefore produces the method for soil compaction effect problem in work progress in the urgent need to solving preformed pile.
In addition, joint between the more piece stake and preformed pile originally in earth, especially in the soil body of coastal area, etching problem can occur, and stake end is difficult to enter than hard rock soil bearing stratum, causes that the bearing capacity of intensity, life-span and the building of preformed pile all is affected etc.
Summary of the invention
Technical problem to be solved by this invention provides a kind of preformed pile without soil compaction method for implantation that fetches earth, and can reduce significantly the soil compaction effect of preformed pile implantation process, and solves the problem that the stake end is difficult to enter hard ground bearing stratum.
For solving the problems of the technologies described above, the preformed pile without the soil compaction provided by the invention method for implantation that fetches earth may further comprise the steps:
1) the use power head drilling machine cuts, stirs and make the damage of soil body pulverizing to the soil layer of design stake position, a formation stake hole;
2) lifting preformed pile is in the destroyed pulverizing soil body with preformed pile aligning and embedded pile hole;
3) use cored screw to fetch earth drill bit with the soil body taking-up outside the part of stake hole, form the complete annulus of at least one joint;
4) pour into cement mortar or concrete in the annulus that forms, described cement mortar or concrete are combined with preformed pile and are formed the compound heart concrete pile of wrapping up in.
In step 1, inject corrosion-resistant cement slurry and/or chemical preservation erosion slurries in the soil body of pulverizing to destroying, described corrosion-resistant cement slurry and/or chemical preservation erosion slurries and the pulverized soil body mix under the drill bit effect of power head drilling machine and form the new compound soil body.
The soil body degree of depth of destroyed pulverizing is corresponding with the prefabricated pile length that will implant, and the soil mass section area of destroyed pulverizing is greater than the section area of preformed pile lateral surface.
In step 3, described annulus is positioned at top and/or the middle part in stake hole and/or the bottom in stake hole in a hole.
Power head drilling machine in the step 1 is single shaft power head drilling machine or multiaxis power head drilling machine.
Adopt tracklaying crane or pile press lifting preformed pile in the step 2.
Adopt high pressure slurry pump in the soil body of pulverizing, to inject corrosion-resistant cement slurry or chemical preservation erosion slurries in the step 1.
Described preformed pile is solid pile, and the soil mass section area of destroyed pulverizing is greater than the section area of solid pile.
Described preformed pile is hollow shell pill, and destroyed soil mass section area is greater than the section area of the lateral surface of hollow shell pill.
The present invention utilizes power head drilling machine that the soil layer prototype structure of design stake position is carried out structural destruction, the soil body of implanting preformed pile is thoroughly pulverized formed great space, in destroying the soil body of pulverizing, inject simultaneously corrosion-resistant cement slurry or chemical preservation erosion slurries, the two fully mixes under the effect of drill bit and forms the compound soil body, preformed pile utilizes the weight of self to implant in the compound soil body of design stake position, frictional force in implantation process between the compound soil body of preformed pile and periphery almost can be ignored, and the peripheral soil body is not produced any extrusion stress, therefore can decrease or eliminate the generation of soil compaction effect.Simultaneously, fixed, the tight parcel in the whole body of the compound soil body and preformed pile is in conjunction with forming the complete core one foundation pile of wrapping up in, completely cut off pile body surfaces externally and internally, stake fully and contacted with the soil body with joint between the stake and may produce the primary condition that oxide etch is reacted, thereby solved to a certain extent preformed pile permanent anticorrosive problem of (especially coastal area) in soil.The more important thing is, around pile body, can form according to actual needs a plurality of ring-types and fill with the concrete part, so not only improved single pile holding capacity and the shock resistance of preformed pile, can also make the stake end enter smoothly harder ground bearing stratum.
Description of drawings
Fig. 1 is the soil body schematic diagram of design stake position;
Fig. 2 is the present invention without the fetch earth flow chart of method for implantation of the preformed pile of soil compaction
Fig. 3 is the present invention without the fetch earth schematic diagram of step 1 in the method for implantation of the preformed pile of soil compaction;
Fig. 4 is the present invention without the fetch earth schematic diagram of step 2 in the method for implantation of the preformed pile of soil compaction;
Fig. 5 is the present invention without the fetch earth schematic diagram of step 3 the first embodiment in the method for implantation of the preformed pile of soil compaction;
Fig. 6 is the present invention without the fetch earth schematic diagram of step 4 the first embodiment in the method for implantation of the preformed pile of soil compaction;
Fig. 7 is the schematic diagram after concrete is implanted and filled with to the preformed pile of the first embodiment;
Fig. 8 is the present invention without the fetch earth schematic diagram of step 3 the second embodiment in the method for implantation of the preformed pile of soil compaction;
Fig. 9 is the present invention without the fetch earth schematic diagram of step 4 the second embodiment in the method for implantation of the preformed pile of soil compaction;
Figure 10 is the schematic diagram after concrete is implanted and filled with to the preformed pile of the second embodiment;
Figure 11 is the present invention without the fetch earth schematic diagram of step 3 the 3rd embodiment in the method for implantation of the preformed pile of soil compaction;
Figure 12 is the present invention without the fetch earth schematic diagram of step 4 the 3rd embodiment in the method for implantation of the preformed pile of soil compaction;
Figure 13 is the schematic diagram after concrete is implanted and filled with to the preformed pile of the 3rd embodiment.
The specific embodiment
The present invention is further detailed explanation below in conjunction with accompanying drawing and the specific embodiment.
Preformed pile without the soil compaction provided by the invention method for implantation that fetches earth is based on the soil compaction effect elimination of preformed pile, improves the anti-corrosive properties of preformed pile and joint, and under meeting with the principle that improves bearing capacity of pile when the stake end is difficult to enter than hard rock soil bearing stratum, invent, being applicable to the cross section is prestressed reinforced concrete preformed pile, non-prestressed concrete stake or the piling bar of various shapes, as shown in Figure 2, the method may further comprise the steps:
1) use the power head drilling machine of single shaft or multiaxis the soil layer (as shown in Figure 1) that designs the stake position to be cut, stirs and makes the damage of soil body pulverizing, form the stake hole, as shown in Figure 3, preferred, the sectional area of the drill bit of power head drilling machine is greater than the lateral surface section area of preformed pile; The soil body degree of depth of destroyed pulverizing is corresponding with the prefabricated pile length that will implant, and the soil mass section area of destroyed pulverizing is greater than the section area of preformed pile lateral surface; Application target requirement according to preformed pile, when destroying the design stake position soil body, inject corrosion-resistant cement slurry and/or chemical preservation erosion slurries with high pressure slurry pump in the soil body of pulverizing to destroying, described corrosion-resistant cement slurry and/or chemical preservation erosion slurries and the pulverized soil body fully mix under the drill bit effect of power head drilling machine and form the new compound soil body;
2) use tracklaying crane or conventional pile press lifting preformed pile, as shown in Figure 4, preformed pile aimed in the embedded pile hole, the fixed rear tight parcel in the whole body of the compound soil body and preformed pile in conjunction with formation complete wrap up in core one foundation pile;
3) use cored screw to fetch earth drill bit according to actual needs with the soil body taking-up in the part outside, stake hole, as shown in Figure 5, can form on the top in stake hole a complete annulus of joint, the stake top is positioned at this annulus; Also can be as shown in Figure 8, form complete annulus in other position except bottom, stake hole, pile body except stake at the bottom of all be positioned at annulus; Can also carry out compartment of terrain expansion soil from top to bottom along the stake hole and fetch earth as shown in figure 11, form a plurality of complete annuluses, described a plurality of annuluses can be positioned at the top in a hole, also can be positioned at the middle part in a hole, can also be positioned at the bottom in a hole;
4) such as Fig. 6, Fig. 9 and shown in Figure 12, in the annulus that forms, pour into cement mortar or concrete, described cement mortar or concrete are combined with preformed pile and are formed at last the compound heart concrete pile of wrapping up in, such as Fig. 7, Figure 10 and shown in Figure 13.
When needs carry out along the stake hole that the interval expands that soil fetches earth and when pouring into cement mortar or concrete, as described in Figure 12, form first a nethermost annulus, and inside injected water cement mortar or concrete, the expansion soil that then is spaced a distance fetches earth and forms an annulus, more inside injected water cement mortar or concrete, repeat successively, the soil body between the last adjacent annulus is compacted, and is identical with the surrounding soil structure, as shown in figure 13.
Preformed pile is solid pile, and the soil mass section area of destroyed pulverizing is greater than the section area of solid pile.
Preformed pile is hollow shell pill, and destroyed soil mass section area is greater than the section area of the lateral surface of hollow shell pill.
The present invention utilizes power head drilling machine that the soil layer prototype structure of design stake position is carried out structural destruction, the soil body of implanting preformed pile is thoroughly pulverized formed great space, in destroying the soil body of pulverizing, inject simultaneously corrosion-resistant cement slurry or chemical preservation erosion slurries, the two fully mixes under the effect of drill bit and forms the compound soil body, preformed pile utilizes the weight of self to implant in the compound soil body of design stake position, frictional force in implantation process between the compound soil body of preformed pile and periphery almost can be ignored, and the peripheral soil body is not produced any extrusion stress, therefore can decrease or eliminate the generation of soil compaction effect.Simultaneously, fixed, the tight parcel in the whole body of the compound soil body and preformed pile is in conjunction with forming the complete core one foundation pile of wrapping up in, completely cut off pile body surfaces externally and internally, stake fully and contacted with the soil body with joint between the stake and may produce the primary condition that oxide etch is reacted, thereby solved to a certain extent preformed pile permanent anticorrosive problem of (especially coastal area) in soil.The more important thing is, around pile body, can form according to actual needs a plurality of ring-types and fill with the concrete part, so not only improved single pile holding capacity and the shock resistance of preformed pile, can also make the stake end enter smoothly harder ground bearing stratum.
More than by specific embodiment the present invention is had been described in detail, this embodiment only is preferred embodiment of the present invention, it is not to limit the invention.In the situation that does not break away from the principle of the invention, those skilled in the art waits equivalent replacement and the improvement of making to the present invention, all should be considered as in the technology category that the present invention protects.

Claims (9)

1. the preformed pile without soil compaction method for implantation that fetches earth is characterized in that, may further comprise the steps:
1) the use power head drilling machine cuts, stirs and make the damage of soil body pulverizing to the soil layer of design stake position, a formation stake hole;
2) lifting preformed pile is in the destroyed pulverizing soil body with preformed pile aligning and embedded pile hole;
3) use cored screw to fetch earth drill bit with the soil body taking-up outside the part of stake hole, form the complete annulus of at least one joint;
4) pour into cement mortar or concrete in the annulus that forms, described cement mortar or concrete are combined with preformed pile and are formed the compound heart concrete pile of wrapping up in.
2. the preformed pile without the soil compaction according to claim 1 method for implantation that fetches earth, it is characterized in that, in step 1, inject corrosion-resistant cement slurry and/or chemical preservation erosion slurries in the soil body of pulverizing to destroying, described corrosion-resistant cement slurry and/or chemical preservation erosion slurries and the pulverized soil body mix under the drill bit effect of power head drilling machine and form the new compound soil body.
3. the preformed pile without the soil compaction according to claim 1 method for implantation that fetches earth is characterized in that the soil body degree of depth of destroyed pulverizing is corresponding with the prefabricated pile length that will implant, and the soil mass section area of destroyed pulverizing is greater than the section area of preformed pile lateral surface.
4. the preformed pile without the soil compaction according to claim 1 method for implantation that fetches earth is characterized in that, in step 3, described annulus is positioned at top and/or the middle part in stake hole and/or the bottom in stake hole in a hole.
5. the preformed pile without the soil compaction according to claim 1 method for implantation that fetches earth is characterized in that the power head drilling machine in the step 1 is single shaft power head drilling machine or multiaxis power head drilling machine.
6. the preformed pile without the soil compaction according to claim 1 method for implantation that fetches earth is characterized in that, adopts tracklaying crane or pile press lifting preformed pile in the step 2.
7. the preformed pile without the soil compaction according to claim 2 method for implantation that fetches earth is characterized in that, adopts high pressure slurry pump to inject corrosion-resistant cement slurry or chemical preservation erosion slurries in the step 1 in the soil body of pulverizing.
8. the preformed pile without the soil compaction according to claim 3 method for implantation that fetches earth is characterized in that described preformed pile is solid pile, and the soil mass section area of destroyed pulverizing is greater than the section area of solid pile.
9. the preformed pile without the soil compaction according to claim 3 method for implantation that fetches earth is characterized in that described preformed pile is hollow shell pill, and destroyed soil mass section area is greater than the section area of the lateral surface of hollow shell pill.
CN2012103261678A 2012-09-05 2012-09-05 Soil-squeezing-free preformed pile soil sampling and embedding method Pending CN102900080A (en)

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Application Number Priority Date Filing Date Title
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105735248A (en) * 2016-03-14 2016-07-06 中冶成都勘察研究总院有限公司 Construction method for guaranteeing that pile end of prefabricated pile enters bearing layer and improving bearing force

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11209972A (en) * 1998-01-29 1999-08-03 Mitani Sekisan Co Ltd Method for constructing pile and foundation pile structure
CN1718937A (en) * 2005-07-22 2006-01-11 苏州市能工基础工程有限责任公司 Technology of non soil taking hole guiding prestressed pipe pile or premade square sunk pile
CN1974942A (en) * 2006-12-12 2007-06-06 王茂华 Ground pile foundation driving construction method
CN101614020A (en) * 2009-07-16 2009-12-30 中国京冶工程技术有限公司 Flexible bladder type anti-corrosive apparatus and use the anticorrosion stake and the job practices of this device
CN102182404A (en) * 2011-03-10 2011-09-14 李征 Cast-in-situ tubular pile rotary drilling rig capable of forming annular hole and piling method
CN102635110A (en) * 2012-05-09 2012-08-15 王继忠 Construction method for concrete pile

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11209972A (en) * 1998-01-29 1999-08-03 Mitani Sekisan Co Ltd Method for constructing pile and foundation pile structure
CN1718937A (en) * 2005-07-22 2006-01-11 苏州市能工基础工程有限责任公司 Technology of non soil taking hole guiding prestressed pipe pile or premade square sunk pile
CN1974942A (en) * 2006-12-12 2007-06-06 王茂华 Ground pile foundation driving construction method
CN101614020A (en) * 2009-07-16 2009-12-30 中国京冶工程技术有限公司 Flexible bladder type anti-corrosive apparatus and use the anticorrosion stake and the job practices of this device
CN102182404A (en) * 2011-03-10 2011-09-14 李征 Cast-in-situ tubular pile rotary drilling rig capable of forming annular hole and piling method
CN102635110A (en) * 2012-05-09 2012-08-15 王继忠 Construction method for concrete pile

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105735248A (en) * 2016-03-14 2016-07-06 中冶成都勘察研究总院有限公司 Construction method for guaranteeing that pile end of prefabricated pile enters bearing layer and improving bearing force

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Application publication date: 20130130