CN104131556A - Soft-and-hard interlayer alternation foundation drainage prestressed pipe pile and construction method - Google Patents
Soft-and-hard interlayer alternation foundation drainage prestressed pipe pile and construction method Download PDFInfo
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Abstract
The invention relates to a soft-and-hard interlayer alternation foundation drainage prestressed pipe pile. The soft-and-hard interlayer alternation foundation drainage prestressed pipe pile is characterized in that an expanded prestressed pile tip is arranged at the bottom of the prestressed pipe pile; the prestressed pile tip and the prestressed pipe pile are sleeved with a geotechnical cloth bag, and the top of a hard soil layer and a soft soil layer are locally expanded to form expanded cloth squeezing bags; a drainage pipe is arranged between the prestressed pipe pile and the geotechnical cloth bag, and the upper end of the drainage pipe extends out of the top of a cover plate to be communicated with a horizontal drainage main pipe on the upper portion of the cover plate; a pervious concrete pile periphery is arranged between the geotechnical cloth bag and the prestressed pipe pile; three to four arc-shaped steel plates connected in series are arranged at the position of the vertical center elevation of a carrying plate or a drainage plate along the lateral wall of the prestressed pipe pile; a steel strand penetrates through the steel strand fixing end of the expanded prestressed pile tip, and the other end of the steel strand is fixed on an anchor tool at the top of the cover plate; a cover plate is arranged at the top of a pile body. By means of the soft-and-hard interlayer alternation foundation drainage prestressed pipe pile of the structure, relative hard soil layers in a foundation can be sufficiently driven for carrying; meanwhile, drainage consolidation of the soft soil layers is conveniently achieved, foundation settlement is prompted to be completed in the construction period as far as possible, total settlement and after-construction settlement are small, and the good technical and economic benefits are achieved. The invention further discloses a construction method for the 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 mutual geological conditions Xia of soft or hard interlayer highway, 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 deficiency in the building being built on the mutual ground of soft or hard, affects normal usage energy and the security performance of building.To this, for improving the supporting capacity of soft foundation, emerged 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) while squeezing support disk pile, efficiency of construction is often subject to the branch of bearing peg or the impact of load disk track size, disk track is excessive needs the expansion that strengthens the crowded branch of expansion to squeeze power, thereby increase cost, productivity slowdown, the too small effect that can not give full play to branch of disk track, poor to the bearing capacity effect of raising pile body.
Cloth bag grouting pile construction technology (patent No.: ZL 200710053179.7) first utilizes boring machine in the design attitude boring of stake, then mounted cloth bag and Grouting Pipe are put in a hole, 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 problems such as collapse hole or necking down, can cause cloth bag to place difficulty, cannot reach the problems such as design stake footpath.
Cloth bag expands crowded concrete support disk pile (201310664354.1), first at immersed tube overcoat, expand and squeeze type cloth bag, pressing down immersed tube is pressed into concrete stiff-core and precast pile tip in soil layer, geotechnique's cloth bag bag body spaced set branch expands squeezes cloth bag, branch expansion is squeezed in cloth bag and is provided with the reinforcement of putting more energy into, and above pulls out immersed tube and to branch, expands crowded cloth bag internal pressure slip casting formation expansion and squeeze branch.This construction method can not be launched completely because the reasons such as pressure is inadequate make branch, affects the load-carrying properties of pile body, and construction quality is difficult to control; Meanwhile, this pile body is reserved drainage channel, is unfavorable for the discharging consolidation of surrounding soil.
In sum, though existing stake type and form of construction work can obtain comparatively desirable Foundation Treatment Effect under suitable conditions of project natural environment, remain and can improve part.Given this, need badly at present and invent a kind of pile body that is applicable to the mutual ground of soft or hard interlayer that quality of pile is reliable, supporting capacity is high, economic benefit is good that is constructed into.Adopt the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer can significantly promote load-carrying properties and the pile quality of pile body, better surrounding soil discharging consolidation is accelerated in performance, reduces the effect of sedimentation, and has certain economic technology benefit.
Summary of the invention
The object of the invention is to overcome deficiency of the prior art, provide a kind of load-carrying properties of structure well effectively to solve the mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer and the construction method thereof of sedimentation.
In order to realize above-mentioned technical purpose, the present invention has adopted following technical scheme:
The mutual foundation drainage pile for prestressed pipe of a kind of soft or hard interlayer, mainly by pile for prestressed pipe, expansion precast pile tip, gutter, geotechnological cloth bag, curved plate, steel strand, loaded plate, band drain, cover plate, formed, it is characterized in that expanding the bottom that precast pile tip is arranged at pile for prestressed pipe; Precast pile tip and pile for prestressed pipe outside are overlapped and are had geotechnological cloth bag, and crowded cloth bag is expanded in local expansion formation 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 communicated with the horizontal drainage supervisor on cover plate top; Between geotechnique's cloth bag and pile for prestressed pipe, be provided with permeable concrete pile week; Absolute altitude place, the vertical center of loaded plate or band drain arranges the curved plate of 3～4 series connection along pile for prestressed pipe sidewall; Steel strand are through the fixed end of steel wire strand that expands 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 successively from outside to inside gutter limited impression, fixed end of steel wire strand, pile for prestressed pipe limited impression.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 to spin geotextiles or composite earthwork cloth bag, and geotechnological cloth bag upper end is fixed on the steel casing on a top, hole.
On described gutter tube wall, be evenly provided with colored hole.
In the middle of described curved plate, leave the space that 100～200mm gutter passes through, upper and lower curved plate is by being hinged, and its middle and upper part curved plate is fixed on pile for prestressed pipe outer wall by built-in fitting, and can rotate.The bar hole that on the curved plate of top, reserved steel strand pass.Lower curved steel plate end is fixed on steel strand, and steel strand lower end is walked around and expanded the fixed end of steel wire strand on precast pile tip and stretch out cover plate.
Described prefabricated tubular pile top arranges supporting plate and fills out core, embedded bar in filling out core, and cover plate is fixedly connected with prefabricated tubular pile by embedded bar.
Described steel strand can apply prestressing force in the construction later stage, and at cover plate top, ground tackle are set.
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 1, drilling and forming hole: utilize rig to creep into hole to projected depth, and at 3 ~ 5m place, top, stake hole, steel casing is set;
Step 2, pile body member connect: according to designing requirement, pile for prestressed pipe, gutter are fixedly connected with expansion precast pile tip, and put geotechnological cloth bag in the outside that expands precast pile tip and pile for prestressed pipe;
Step 3, adopt Static pressure pile driver by pile for prestressed pipe and expand in precast pile tip pressure pile hole until projected depth;
Step 4, pressure inject pervious concrete: to the annular space internal pressure forming between geotechnological cloth bag and pile for prestressed pipe, inject concrete, and vibratory compaction;
Step 5, expansion curved plate: when cloth bag internal pressure injection pervious concrete is squeezed in the expansion that part is expanded, lift steel strand, curved plate is launched, thus formation loaded plate or band drain;
Step 6, cover plate construction: after pile body has been constructed, pile crown is processed, then in stake top casting, built reinforced concrete cover plate, when cover plate reaches some strength, steel strand are applied prestressing force and at cover plate top, ground tackle are set;
Step 7, drainage pipeline networks connect: by stretching out the gutter at cover plate top, be responsible for and be connected with the horizontal drainage at cover plate top, during construction, can draw water;
Step 8, Superstructure Construction: after cover plate and drainage pipeline networks construction finish, according to requirement of engineering, carry out the construction of superstructure.
The present invention has the following advantages and beneficial effect:
(1) in hardpan top and Soft Soil Layer, arrange loaded plate and band drain to improving the load-carrying properties of pile body, the discharging consolidation that reduces sedimentation and accelerate surrounding soil has good effect.
(2) can compacted weak soil around when band drain expand to squeeze, accelerate the discharging consolidation of soft foundation, impel foundation settlement in the construction period, to complete as far as possible.
(3) steel strand are connected with curved plate, when injecting concrete, lift steel strand, 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) in the annular space between geotechnological cloth bag and pile for prestressed pipe, fill permeable concrete, can make the water in Soft Soil Layer infiltrate in time pervious concrete and discharge by gutter, accelerate the discharging consolidation of weak soil.
In a word, feature of the present invention is to give full play to the load-carrying properties of relative hardpan 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 the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer of the present invention structural representation;
Fig. 2 is pile top detail drawing;
Fig. 3 is loaded plate cross-sectional view;
Fig. 4 is the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer of the present invention structure construction flow chart;
In figure: 1-pile for prestressed pipe, the prefabricated expansion pile top of 2-, 3-geotechnique cloth bag, 4-expand squeeze that 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-are filled 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 is set forth the embodiment that the present invention relates to structure.
Fig. 1 is the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer of the present invention structural representation, Fig. 2 is pile top detail drawing, Fig. 3 is loaded plate cross-sectional view, built-in outsourcing double-layer drainage body cast in place concrete thin tunnel pile as shown in Figures 1 to 3, is mainly comprised of pile for prestressed pipe 1, expansion 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.
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.
Precast pile tip 2 and pile for prestressed pipe 1 outside cover have geotechnological cloth bag 3, and cloth bag 4 is squeezed in local expansion formation 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 that expands precast pile tip 2, and upper end is stretched out cover plate 13 tops and is communicated with the horizontal drainage supervisor 14 on cover plate top.
Between geotechnique's cloth bag 3 and pile for prestressed pipe 1, build permeable concrete pile week 11; Loaded plate 9 and band drain 10 absolute altitude places, vertical center arrange the curved plate 6 of 3～4 series connection along pile for prestressed pipe sidewall, the curved plate end of bottom is fixed on 2～3 steel strand 8; Steel strand 8 are selected the steel strand of 15-7 φ 5 specifications, and the fixed end of steel wire strand 15 expanding on precast pile tip 2 is walked around in steel strand 8 ends, 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 prefabricated tubular pile 1 top arranges fills out core 20, pre-buried connecting reinforcement 21 in filling out core 20, and cover plate 13 is fixedly connected with prefabricated tubular pile 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 that expands precast pile tip 2 tops can adopt pvc pipe, and diameter 20～30mm, evenly arranges colored hole on gutter 5 tube walls.
Pile for prestressed pipe limited impression 17 diameters that expand precast pile tip 2 tops are consistent with the external diameter of pile for prestressed pipe 2, and gutter limited impression 18 diameters are consistent with the external diameter of gutter 5, and the fixed end of steel wire strand 15 that expands precast pile tip 2 tops is selected steel loop or reinforcing bar.
Geotechnique's cloth bag 3 is selected roll type, and employing employing polyester long fiber composites is made, and geotechnological cloth bag 3 forms the crowded cloth bag 4 of expansion at loaded plate 9 or band drain 10 absolute altitude places expansion, diameter 1500mm, and two sections of geotechnological cloth bags adopt stitching link.
In annular space in the middle of geotechnique's cloth bag 3 and pile for prestressed pipe 1, be provided with permeable concrete stake week 11.
Curved plate 6 thickness are 4～8mm, in the middle of upper and lower curved plate, adopt and are hinged 7.
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, and the horizontal drainage supervisor 14 on cover plate 13 tops, adopts pvc pipe or PE pipe, diameter 30～50mm.
Fig. 4 is the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer of the present invention structure construction flow chart; As shown in Figure 4, the construction method of the mutual foundation drainage prestressed pipe of above-mentioned soft or hard interlayer pilework, comprises following construction sequence:
Step 1, drilling and forming hole: utilize rig to carry out drilling and forming hole to projected depth;
Step 2, pile body location: pile for prestressed pipe 1, gutter 5 and expansion precast pile tip 2 are fixedly connected with according to designing requirement, and put geotechnological cloth bag 3 in the outside that expands precast pile tip 2 and pile for prestressed pipe 1, then use Static pressure pile driver by pile for prestressed pipe 1 and expand in precast pile tip 2 pressure pile holes until projected depth;
Step 3, perfusion pervious concrete: to the annular space internal pressure forming between geotechnological cloth bag 3 and pile for prestressed pipe 2, inject pervious concrete, and vibratory compaction;
Step 4, expansion curved plate: when geotechnological cloth bag 3 pressure that part is expanded inject pervious concrete, lift steel strand 8, curved plate 6 is launched, thereby form loaded plate 9 or band drain 10;
Step 5, cover plate construction: after pile body has been constructed, pile crown is processed, then in stake top casting, built cover plate 13, when cover plate 13 reaches some strength, steel strand 8 are applied to prestressing force, and at cover plate 13 tops, ground tackle 19 is set;
Step 6, drainage pipeline networks connect: by stretching out the gutter 5 at cover plate 13 tops, be responsible for 14 be connected with the horizontal drainage at cover plate 13 tops, during construction, can draw water;
Step 7, Superstructure Construction: after cover plate 13 and drainage pipeline networks construction finish, according to requirement of engineering, carry out the construction of superstructure.
Claims (9)
1. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer, mainly by pile for prestressed pipe, expansion precast pile tip, gutter, geotechnological cloth bag, curved plate, steel strand, loaded plate, band drain, cover plate, formed, it is characterized in that expanding the bottom that precast pile tip is arranged at pile for prestressed pipe; Precast pile tip and pile for prestressed pipe outside are overlapped and are had geotechnological cloth bag, and crowded cloth bag is expanded in local expansion formation 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 communicated with the horizontal drainage supervisor on cover plate top; Between geotechnique's cloth bag and pile for prestressed pipe, be provided with permeable concrete pile week; Absolute altitude place, the vertical center of loaded plate or band drain arranges the curved plate of 3～4 series connection along pile for prestressed pipe sidewall; Steel strand are through the fixed end of steel wire strand that expands 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.
2. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, it is characterized in that: described expansion precast pile tip is precast reinforced concrete piles point, expand precast pile tip and be provided with successively from outside to inside gutter limited impression, fixed end of steel wire strand, pile for prestressed pipe limited impression; Fixed end of steel wire strand is steel loop or bar built-in fitting.
3. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, is characterized in that: described geotechnological cloth bag adopts non-woven geotextile or spins geotextiles or composite earthwork cloth bag, and geotechnological cloth bag upper end is fixed on the steel casing on a top, hole.
4. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, is characterized in that: on described gutter tube wall, be evenly provided with colored hole.
5. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, it is characterized in that: in the middle of described curved plate, leave the space that 100～200mm gutter passes through, upper and lower curved plate is by being hinged, its middle and upper part curved plate is fixed on pile for prestressed pipe outer wall by built-in fitting, and can rotate; The bar hole that on the curved plate of top, reserved steel strand pass; Lower curved steel plate end is fixed on steel strand, and steel strand lower end is walked around and expanded the fixed end of steel wire strand on precast pile tip and stretch out cover plate.
6. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, is characterized in that: described prefabricated tubular pile top arranges supporting plate and fills out core, embedded bar in filling out core, and cover plate is fixedly connected with prefabricated tubular pile by embedded bar.
7. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, is characterized in that: described steel strand can apply prestressing force in the construction later stage, and at cover plate top, ground tackle are set.
8. the mutual foundation drainage pile for prestressed pipe of soft or hard interlayer according to claim 1, is characterized in that: in described cover plate, reserved steel strand run through built-in pipe.
9. 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 1, drilling and forming hole: utilize rig to carry out drilling and forming hole to projected depth, and at 3 ~ 5m place, top, stake hole, steel casing is set;
Step 2, pile body member connect: according to designing requirement, pile for prestressed pipe, gutter are fixedly connected with expansion precast pile tip, curved plate is fixed on the built-in fitting on pile for prestressed pipe by hinge, lower curved steel plate end is welded on steel strand, and puts geotechnological cloth bag in the outside that expands precast pile tip and pile for prestressed pipe;
Step 3, adopt Static pressure pile driver by pile for prestressed pipe and expand in precast pile tip pressure pile hole until projected depth;
Step 4, pressure inject pervious concrete: to the annular space internal pressure forming between geotechnological cloth bag and pile for prestressed pipe, inject concrete, and vibratory compaction;
Step 5, expansion curved plate: when cloth bag internal pressure injection pervious concrete is squeezed in the expansion that part is expanded, lift steel strand, curved plate is launched, thus formation loaded plate or band drain;
Step 6, cover plate construction: after pile body has been constructed, pile crown is processed, then in stake top casting, built reinforced concrete cover plate, when cover plate reaches some strength, steel strand are applied prestressing force and at cover plate top, ground tackle are set;
Step 7, drainage pipeline networks connect: by stretching out the gutter at cover plate top, be responsible for and be connected with the horizontal drainage at cover plate top, during construction, can draw water;
Step 8, Superstructure Construction: after cover plate and drainage pipeline networks construction finish, according to requirement of engineering, carry out the construction of superstructure.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| CN104131556B CN104131556B (en) | 2016-03-30 |
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| CN104674802A (en) * | 2015-01-26 | 2015-06-03 | 重庆大学 | Prestressed gravel anchoring pile and landslide control construction method thereof |
| CN104947654A (en) * | 2015-07-01 | 2015-09-30 | 杭州江润科技有限公司 | Complicated water area inclined rock face large-diameter cast-in-place pile and construction method |
| CN105484279A (en) * | 2016-01-28 | 2016-04-13 | 杭州江润科技有限公司 | Drainage cast-in-situ concrete thin-wall pipe pile construction method |
| CN106337413A (en) * | 2016-09-07 | 2017-01-18 | 东南大学 | Water-draining stiff geo-textile bag cement-soil composite pile and construction method thereof |
| CN107217661A (en) * | 2017-05-23 | 2017-09-29 | 浙江省水利水电勘测设计院 | A kind of Soft Ground Improved By Vacuum Preloading ruggedized construction of base expanding and base expanding Pressure water discharging joint inflation drainage |
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| CN104674802A (en) * | 2015-01-26 | 2015-06-03 | 重庆大学 | Prestressed gravel anchoring pile and landslide control construction method thereof |
| CN104947654A (en) * | 2015-07-01 | 2015-09-30 | 杭州江润科技有限公司 | Complicated water area inclined rock face large-diameter cast-in-place pile and construction method |
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| CN107217661A (en) * | 2017-05-23 | 2017-09-29 | 浙江省水利水电勘测设计院 | A kind of Soft Ground Improved By Vacuum Preloading ruggedized construction of base expanding and base expanding Pressure water discharging joint inflation drainage |
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