CN104131556B - The construction method of the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer - Google Patents
The construction method of the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer Download PDFInfo
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- CN104131556B CN104131556B CN201410348591.1A CN201410348591A CN104131556B CN 104131556 B CN104131556 B CN 104131556B CN 201410348591 A CN201410348591 A CN 201410348591A CN 104131556 B CN104131556 B CN 104131556B
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- 239000011229 interlayer Substances 0.000 title claims abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 50
- 239000010959 steel Substances 0.000 claims abstract description 50
- 239000004744 fabric Substances 0.000 claims abstract description 46
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 239000011380 pervious concrete Substances 0.000 claims description 8
- 238000005266 casting Methods 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 5
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 238000004804 winding Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 abstract description 15
- 239000010410 layer Substances 0.000 abstract description 8
- 238000007596 consolidation process Methods 0.000 abstract description 7
- 238000007599 discharging Methods 0.000 abstract description 7
- 230000008901 benefit Effects 0.000 abstract description 4
- 230000000694 effects Effects 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 238000004062 sedimentation Methods 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 229920000728 polyester Polymers 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer, is characterized in that expanding the bottom that precast pile tip is arranged at pile for prestressed pipe; Outside precast pile tip and pile for prestressed pipe, cover has geotechnological cloth bag, and local wide is formed to expand and squeezes cloth bag in hardpan top and Soft Soil Layer; Gutter is located between pile for prestressed pipe and geotechnological cloth bag, and upper end is stretched out cover plate top and is responsible for the horizontal drainage on cover plate top and is communicated with; Permeable concrete pile week is provided with between geotechnique's cloth bag and pile for prestressed pipe; Loaded plate or absolute altitude place, band drain vertical center arrange the curved plate of 3 ~ 4 pieces of series connection along pile for prestressed pipe sidewall; Steel strand are through the fixed end of steel wire strand expanding precast pile tip, and the other end is fixed on the ground tackle at cover plate top; Pile body top is provided with cover plate.Structure of the present invention can give full play to hardpan carrying relatively in ground, conveniently realizes the discharging consolidation of Soft Soil Layer simultaneously, impels foundation settlement to complete in the construction period as far as possible, total settlement and settlement after construction little, there is good technical economic benefit.The invention also discloses the construction method of above-mentioned pile body.
Description
Technical field
The present invention relates to the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer and construction method, belong to foundation treatment engineering field, be suitable for the foundation treatment engineerings such as the highway under the mutual geological conditions of soft or hard interlayer, town road, airport and dykes and dams.
Background technology
China's soft foundation is of a great variety, widely distributed, the mutual geological condition of soft or hard soil layer is also very general, and there is the features such as moisture content is high, compressibilty is large, intensity is low, bad hydraulic permeability, often there is the problems such as total settlement is excessive, relative settlement obvious, posterior settlement amount exceeds standard, supporting capacity is not enough in the building be built on soft-hard combining ground, affects normal usage energy and the security performance of building.To this, for improving the supporting capacity of soft foundation, emerge a large amount of soft foundation processing technologies both at home and abroad, as expanded crowded support disk pile, Bag Grouting Pile, the crowded concrete support disk pile of cloth bag expansion etc.
Adopt and expand (application number: 200720173597.5) when squeezing support disk pile, efficiency of construction is often subject to the branch of bearing peg or the impact of force bearing disk footpath size, dish footpath is excessive needs the expansion strengthening the crowded branch of expansion to squeeze power, thus increase cost, efficiency of construction reduces, dish footpath is too small, can not give full play to the effect of branch, poor to the bearing capacity effect improving pile body.
Cloth bag grouting pile construction technology (patent No.: ZL200710053179.7) first utilizes boring machine to hole at the design attitude of stake, then mounted cloth bag and Grouting Pipe are put in stake holes, then injection slurry is pressed into from bottom to top step by step, finally cloth bag is strutted, in the soil body, form the pile body of cylindricality.This construction method often can run into the problem such as collapse hole or necking down, cloth bag can be caused to place difficulty, cannot reach the problems such as design stake footpath.
Cloth bag expands crowded concrete support disk pile (201310664354.1), first expand at immersed tube overcoat and squeeze type cloth bag, press down immersed tube by concrete stiff-core and precast pile tip press-in soil layer, geotechnique's cloth bag body spaced set branch expands squeezes cloth bag, branch expansion is squeezed in cloth bag and is provided with reinforcement of putting more energy into, and above pulls out immersed tube and expands slip casing by pressure formation expansion in crowded cloth bag to branch and squeeze branch.This construction method can make branch not launch completely due to reasons such as pressure are inadequate, affects the load-carrying properties of pile body, and construction quality is difficult to control; Meanwhile, the not reserved drainage channel of this pile body, is unfavorable for the discharging consolidation of surrounding soil.
In sum, though existing pile-type and form of construction work can obtain ideal Foundation Treatment Effect under suitable conditions of project natural environment, remain and can improve part.Given this, need invention at present badly and be a kind ofly constructed into the pile body being applicable to the mutual ground of soft or hard interlayer that quality of pile is reliable, supporting capacity is high, economic benefit is excellent.Adopt the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer significantly can promote load-carrying properties and the pile quality of pile body, better play and accelerate surrounding soil discharging consolidation, reduce the effect of sedimentation, and there is certain economic technology benefit.
Summary of the invention
The object of the invention is to overcome deficiency of the prior art, the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer providing a kind of load-carrying properties of structure well effectively to solve sedimentation and construction method thereof.
In order to realize above-mentioned technical purpose, present invention employs following technical scheme:
The mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer, primarily of pile for prestressed pipe, expand precast pile tip, gutter, geotechnological cloth bag, curved plate, steel strand, loaded plate, band drain, cover plate composition, it is characterized in that expanding the bottom that precast pile tip is arranged at pile for prestressed pipe; Outside precast pile tip and pile for prestressed pipe, cover has geotechnological cloth bag, and local wide is formed to expand and squeezes cloth bag in hardpan top and Soft Soil Layer; Gutter is located between pile for prestressed pipe and geotechnological cloth bag, and upper end is stretched out cover plate top and is responsible for the horizontal drainage on cover plate top and is communicated with; Permeable concrete pile week is provided with between geotechnique's cloth bag and pile for prestressed pipe; Loaded plate or absolute altitude place, band drain vertical center arrange the curved plate of 3 ~ 4 pieces of series connection along pile for prestressed pipe sidewall; Steel strand are through the fixed end of steel wire strand expanding precast pile tip, and the other end is fixed on the ground tackle at cover plate top; Pile body top is provided with cover plate.
Further, described expansion precast pile tip is precast reinforced concrete piles point, expands precast pile tip and is provided with gutter limited impression, fixed end of steel wire strand, pile for prestressed pipe limited impression from outside to inside successively.Fixed end of steel wire strand is steel loop or bar built-in fitting.
Described geotechnological cloth bag adopts geotechnological cloth bag to be non-woven geotextile or Woven geofabric or composite earthwork cloth bag, and geotechnological cloth bag upper end is fixed on the steel pile casting on stake holes top.
Described gutter tube wall is evenly provided with colored hole.
Leave the space that 100 ~ 200mm gutter passes through in the middle of described curved plate, upper and lower curved plate is by being hinged, and wherein upper arcuate steel plate is fixed on pile for prestressed pipe outer wall by built-in fitting, and can rotate.The bar hole that on upper arcuate steel plate, reserved steel strand pass.Lower curved steel plate end winding support is on steel strand, and the fixed end of steel wire strand expanded on precast pile tip is walked around in steel strand lower end, and cover plate is stretched out in upper end.
Described prefabricated tubular pile top arranges supporting plate and fills out core, and filling out embedded bar in core, cover plate is fixedly connected with prefabricated tubular pile by embedded bar.
The phase can Shi Hanzhang after construction for described steel strand, and arranges ground tackle at cover plate top.
In described cover plate, reserved steel strand run through built-in pipe.
A construction method for the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer, is characterized in that comprising the following steps:
Step one, drilling and forming hole: utilize rig to carry out creeping into hole to projected depth, and steel pile casting is set at 3 ~ 5m place, stake holes top;
Step 2, pile body component connect: pile for prestressed pipe, gutter are fixedly connected with expansion precast pile tip according to designing requirement, and overlap geotechnological cloth bag in the outside expanding precast pile tip and pile for prestressed pipe;
Step 3, employing Static pressure pile driver are by pile for prestressed pipe and expand in precast pile tip press-in stake holes until projected depth;
Step 4, pressure inject pervious concrete: in the annular space formed between geotechnological cloth bag and pile for prestressed pipe, pressure injects concrete, and vibratory compaction;
Step 5, expansion curved plate: when squeezing pressure injection pervious concrete in cloth bag to the expansion of local wide, lift steel strand, make curved plate launch, thus form loaded plate or band drain;
Step 6, cover plate are constructed: after pile body has been constructed, process pile crown, then build reinforced concrete cover plate in stake top casting, when cover plate reaches some strength, arrange ground tackle to steel strand Shi Hanzhang at cover plate top;
Step 7, drainage pipeline networks connect: be responsible for by the horizontal drainage of the gutter with cover plate top that stretch out cover plate top and be connected, can draw water during construction;
Step 8, Superstructure Construction: after cover plate and drainage pipeline networks construction terminate, carry out the construction of superstructure according to requirement of engineering.
The present invention has the following advantages and beneficial effect:
(1) loaded plate and band drain are set in hardpan top and Soft Soil Layer and to the load-carrying properties improving pile body, the discharging consolidation that reduces sedimentation and accelerate surrounding soil, there is good effect.
(2) expand when squeezing can compacted weak soil around for band drain, accelerates the discharging consolidation of soft foundation, impels foundation settlement to complete in the construction period as far as possible.
(3) steel strand are connected with curved plate, the lift steel strand when injecting concrete, can effectively make steel plate launch to form loaded plate.
(4) curved plate the anti-shear performance that can improve loaded plate and band drain is set, improve the durability of pile body, reduce settling amount.
(5) fill permeable concrete in the annular space between geotechnological cloth bag and pile for prestressed pipe, the water in Soft Soil Layer can be made to infiltrate pervious concrete in time and be discharged by gutter, accelerate the discharging consolidation of weak soil.
In a word, feature of the present invention is the load-carrying properties giving full play to hardpan relatively in ground, accelerates the discharging consolidation of soft foundation simultaneously, improves the object of bearing capacity of foundation soil.
Accompanying drawing explanation
Fig. 1 is soft or hard interlayer of the present invention mutual foundation drainage pile for prestressed pipe structural representation;
Fig. 2 is pile top detail drawing;
Fig. 3 is loaded plate cross-sectional view;
Fig. 4 is soft or hard interlayer of the present invention mutual foundation drainage pile for prestressed pipe structure construction flow chart;
In figure: 1-pile for prestressed pipe, 2-expand precast pile tip, 3-geotechnique cloth bag, 4-expand squeeze cloth bag, 5-gutter, 6-curved plate, 7-are hinged, 8-steel strand, 9-loaded plate, 10-band drain, 11-permeable concrete pile week, 12-run through built-in pipe, 13-cover plate, 14-horizontal drainage supervisor, 15-fixed end of steel wire strand, 16-bar hole, 17-pile for prestressed pipe limited impression, 18-gutter limited impression, 19-ground tackle, 20-fill out core, 21-connecting reinforcement.
Specific embodiment
The concrete design and construction requirement of pile body, expands in the manufacture craft of precast pile tip and the welding procedure present embodiment of curved plate and steel strand and is not repeated, and emphasis sets forth the embodiment that the present invention relates to structure.
Fig. 1 is soft or hard interlayer of the present invention mutual foundation drainage pile for prestressed pipe structural representation, Fig. 2 is pile top detail drawing, Fig. 3 is loaded plate cross-sectional view, the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer as shown in Figures 1 to 3, primarily of pile for prestressed pipe 1, expands precast pile tip 2, geotechnological cloth bag 3, gutter 5, curved plate 6, steel strand 8, loaded plate 9, band drain 10, permeable concrete pile week 11, cover plate 13, horizontal drainage supervisor 14 composition.
Expand the bottom that precast pile tip 2 is arranged at pile for prestressed pipe 1, its upper surface is provided with gutter limited impression 18 and pile for prestressed pipe limited impression 17.
Expand cover outside precast pile tip 2 and pile for prestressed pipe 1 and have geotechnological cloth bag 3, and local wide forms the crowded cloth bag 4 of expansion in hardpan top and Soft Soil Layer.
Gutter 5 is located between pile for prestressed pipe 1 and geotechnological cloth bag 3, and bottom is stretched in the gutter limited impression 18 expanding precast pile tip 2, and upper end is stretched out cover plate 13 top and is responsible for 14 with the horizontal drainage on cover plate top and is communicated with.
Permeable concrete pile week 11 is built between geotechnique's cloth bag 3 and pile for prestressed pipe 1; Loaded plate 9 and the vertical absolute altitude place, center of band drain 10 arrange the curved plate 6 of 3 ~ 4 pieces of series connection along pile for prestressed pipe sidewall, the curved plate end winding support of bottom is on 2 ~ 3 steel strand 8; The steel strand of 15-7 φ 5 specification selected by steel strand 8, and the fixed end of steel wire strand 15 expanded on precast pile tip 2 is walked around in steel strand 8 end, and the other end is fixed on the ground tackle 19 at cover plate top.
Pile for prestressed pipe 1 external diameter is 500mm, adopts reinforced concrete pipe pile, and pile for prestressed pipe 1 top arranges and fills out core 20, and filling out pre-buried connecting reinforcement 21 in core 20, cover plate 13 is fixedly connected with pile for prestressed pipe 1 by connecting reinforcement 21.Expand precast pile tip 2 diameter 700mm, expand precast pile tip 2 and adopt steel concrete pile top, strength grade of concrete is C30, and the gutter 5 expanding precast pile tip 2 top can adopt pvc pipe, diameter 20 ~ 30mm, and gutter 5 tube wall evenly arranges colored hole.
Pile for prestressed pipe limited impression 17 diameter expanding precast pile tip 2 top is consistent with the external diameter of pile for prestressed pipe 1, and gutter limited impression 18 diameter is consistent with the external diameter of gutter 5, and the fixed end of steel wire strand 15 expanding precast pile tip 2 top selects steel loop or reinforcing bar.
Roll type selected by geotechnique's cloth bag 3, adopts polyester long fiber composites to make, and geotechnological cloth bag 3 is formed to expand at loaded plate 9 or the expansion of band drain 10 absolute altitude place and squeezes cloth bag 4, diameter 1500mm, and two sections of geotechnological cloth bags adopt stitching link.
Permeable concrete stake week 11 is provided with in the annular space of geotechnique's cloth bag 3 and pile for prestressed pipe 1 centre.
Curved plate 6 thickness is 4 ~ 8mm, adopts and be hinged 7 in the middle of lower arcuate steel plate.
Cover plate 13 adopts reinforced concrete cover plate, and the hole that in cover plate 13, reserved steel strand 8 pass, adopts embedded pvc pipe 12, diameter 20 ~ 30mm, the horizontal drainage supervisor 14 on cover plate 13 top, adopts pvc pipe or PE pipe, diameter 30 ~ 50mm.
Fig. 4 is soft or hard interlayer of the present invention mutual foundation drainage pile for prestressed pipe structure construction flow chart; As shown in Figure 4, the construction method of above-mentioned soft or hard interlayer mutual foundation drainage prestressed pipe pilework, comprises following construction sequence:
Step one, drilling and forming hole: utilize rig to carry out drilling and forming hole to projected depth;
Step 2, pile body are located: pile for prestressed pipe 1, gutter 5 are fixedly connected with expansion precast pile tip 2 according to designing requirement, and overlap geotechnological cloth bag 3 in the outside expanding precast pile tip 2 and pile for prestressed pipe 1, then use Static pressure pile driver to be pressed in stake holes pile for prestressed pipe 1 and expansion precast pile tip 2 until projected depth;
Step 3, perfusion pervious concrete: in the annular space formed between geotechnological cloth bag 3 and pile for prestressed pipe 2, pressure injects pervious concrete, and vibratory compaction;
Step 4, expansion curved plate: when injecting pervious concrete to geotechnological cloth bag 3 pressure of local wide, lift steel strand 8, make curved plate 6 launch, thus form loaded plate 9 or band drain 10;
Step 5, cover plate are constructed: after pile body has been constructed, process pile crown, then built cover plate 13 in stake top casting, to steel strand 8 Shi Hanzhang when cover plate 13 reaches some strength, and arranged ground tackle 19 at cover plate 13 top;
Step 6, drainage pipeline networks connect: the gutter 5 stretching out cover plate 13 top is responsible for 14 with the horizontal drainage at cover plate 13 top and is connected, can draw water during construction;
Step 7, Superstructure Construction: after cover plate 13 and drainage pipeline networks construction terminate, carry out the construction of superstructure according to requirement of engineering.
Claims (1)
1. a construction method for the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer, is characterized in that comprising the following steps:
Step one, drilling and forming hole: utilize rig to carry out drilling and forming hole to projected depth, and steel pile casting is set at 3 ~ 5m place, stake holes top;
Step 2, pile body component connect: pile for prestressed pipe, gutter are fixedly connected with expansion precast pile tip according to designing requirement, upper and lower curved plate is by being hinged, wherein upper arcuate steel plate is fixed on pile for prestressed pipe outer wall by built-in fitting, and can rotate; The bar hole that on upper arcuate steel plate, reserved steel strand pass; Lower curved steel plate end winding support is on steel strand, and the fixed end of steel wire strand expanded on precast pile tip is walked around in steel strand lower end, and cover plate is stretched out in upper end; And overlap geotechnological cloth bag in the outside expanding precast pile tip and pile for prestressed pipe;
Step 3, employing Static pressure pile driver are by pile for prestressed pipe and expand in precast pile tip press-in stake holes until projected depth;
Step 4, pressure inject pervious concrete: in the annular space formed between geotechnological cloth bag and pile for prestressed pipe, pressure injects concrete, and vibratory compaction;
Step 5, expansion curved plate: when squeezing pressure injection pervious concrete in cloth bag to the expansion of local wide, lift steel strand, make curved plate launch, thus form loaded plate or band drain;
Step 6, cover plate are constructed: after pile body has been constructed, process pile crown, then build reinforced concrete cover plate in stake top casting, when cover plate reaches some strength, arrange ground tackle to steel strand Shi Hanzhang at cover plate top;
Step 7, drainage pipeline networks connect: be responsible for by the horizontal drainage of the gutter with cover plate top that stretch out cover plate top and be connected, can draw water during construction;
Step 8, Superstructure Construction: after cover plate and drainage pipeline networks construction terminate, carry out the construction of superstructure according to requirement of engineering.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410348591.1A CN104131556B (en) | 2014-07-22 | 2014-07-22 | The construction method of the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer |
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| CN201410348591.1A CN104131556B (en) | 2014-07-22 | 2014-07-22 | The construction method of the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer |
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| CN104131556A CN104131556A (en) | 2014-11-05 |
| CN104131556B true CN104131556B (en) | 2016-03-30 |
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