CN104652407A - Folding type geotechnical-synthetic-material irregular-shaped granular pile with hoop reinforcements and construction method thereof - Google Patents
Folding type geotechnical-synthetic-material irregular-shaped granular pile with hoop reinforcements and construction method thereof Download PDFInfo
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- CN104652407A CN104652407A CN201510001429.7A CN201510001429A CN104652407A CN 104652407 A CN104652407 A CN 104652407A CN 201510001429 A CN201510001429 A CN 201510001429A CN 104652407 A CN104652407 A CN 104652407A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/18—Placing by vibrating
Abstract
The invention relates to a folding type geotechnical-synthetic-material irregular-shaped granular pile with hoop reinforcements and a construction method thereof and belongs to the technical field of soft soil foundation treatment. The folding type geotechnical-synthetic-material irregular-shaped granular pile with the hoop reinforcements consists of a vertical reinforced type geotechnical-synthetic-material layer, circular hoop reinforcements and a granular material layer which is filled inside a granular pile hole, wherein the circular hoop reinforcements are equidistantly and horizontally fixed at the inner side of the vertical reinforced type geotechnical-synthetic-material layer along the vertical direction of the granular pile hole by using iron wires, the interior of the vertical reinforced type geotechnical-synthetic-material layer is filled with the granular material layer, compacting is carried out, and thus, the folding type geotechnical-synthetic-material irregular-shaped granular pile with the hoop reinforcements is formed. Compared with the prior art, the folding type geotechnical-synthetic-material irregular-shaped granular pile with the hoop reinforcements and the construction method thereof have the advantages that the frictional force between a pile body and a soil body can be fully utilized, a radial restraining force is provided, settling is effectively reduced, the load-carrying ability of a composite foundation is obviously increased, the carrying and construction are convenient, the pile has a prefabricating property, the engineering cost is relatively low, and the needs on industrial production are met.
Description
Technical field
The invention belongs to field of civil engineering, especially relate to Soft Soil Subgrade Treatment Techniques field, be specifically related to the collapsible geosynthetics abnormity granular pile of a kind of band stirrup and construction method thereof.
Background technology
China's soft foundation is of a great variety, widely distributed, generally just has the features such as moisture content is high, compressibilty is large, intensity is low, bad hydraulic permeability.Often there is the engineering problems such as total settlement is excessive, relative settlement obvious, posterior settlement amount exceeds standard, Lack of support in the building be built on soft foundation, affects normal usage energy and the security performance of building.To this, for improving the supporting capacity of soft foundation, emerged in large numbers a large amount of soft foundation processing technologies both at home and abroad, wherein composite foundation reinforcing method is comparatively general.
A kind of more satisfactory Soft Ground mode of composite foundation stabilization method, originate from the sixties in 20th century, because this method significantly can improve the bearing capacity of ground, reduce foundation settlement, and effectively suppress foundation soil body lateral deformation, be worldwide all used widely.Broken stone pile is the one in treatment process of composite foundation, and it is with method pore-formings in soft foundation such as vibration, impact or water punchings, then by rubble press-in hole, is formed by the closely knit pile body of gravelly major diameter.Gravel pile reinforcing method is developed in 1936 by German engineer S.Steuerman, through the development of many decades, broken stone pile has been widely used in all kinds of highway on soft ground engineering, it both can improve bearing capacity of foundation soil, reduce decrement, other measures such as sand cushion can also be coordinated to accelerate the consolidation settlement speed of soft foundation, thus reach the object of consolidated subsoil.
Although broken stone pile is a kind of stake generally used in composite foundation stabilization, its defect is vulnerable to destroy.Broken stone pile needs the side limit of soil around pile to it to ensure intensity and the bearing capacity of pile body, when side limit is not enough, very easily there is bulging or general shear failure in pile body (particularly pile body near stake top), wherein bloating destruction is modal form under pile top load effect.The reason bloating destruction is under upper load effect, radial deformation can occur near stake top within the scope of certain depth, is out of shape senior general and causes pile capacity greatly to reduce thus cause losing efficacy.Broken stone pile works needs certain radial constraint, if foundation soil strength too low (it is generally acknowledged Undrained shear strength Cu<20kPa), broken stone pile just can not be provided to play the radial constraint needed for enough acting on, thus reduce integrated carrying ability.A kind of concrete core broken stone pile (ZL:200610037621.2) of Zhao Wei Ping invention, namely adopt Prefabricated Concrete stake as the stake core of broken stone pile, bear vertical load and be passed to lower sleeping hardpan, but this method not can solve rubble radial deformation problems of too; A kind of dual radial mesh cage broken stone pile (ZL:201020603436.7) of centre halfback Wang invention, in the stake side of broken stone pile, lateral restraint cylinder mould is set, to improve broken stone pile bearing capacity and to reduce sedimentation, but problem is the frictional force do not made full use of between pile body and the soil body, and construction technology is also comparatively numerous and diverse, workmanship is difficult to control.
In sum, the method for Treating soft foundation applying for macadam pile is utilized also to have some limitations in bearing capacity and quality control on construction guarantee etc. at present; For this reason, the technical scheme that the present invention proposes can make full use of the frictional force between pile body and the soil body, significantly improves the supporting capacity of broken stone pile, promotes the treatment effect of soft foundation, produces good economic benefit.
Summary of the invention
Object of the present invention is just the technological deficiency solving prior art medium stone stake existence, provides a kind of with stirrup collapsible geosynthetics abnormity granular pile and the construction method processing soft base thereof.
For realizing above-mentioned technical purpose, present invention employs following technical solution:
The band stirrup that the present invention proposes collapsible geosynthetics abnormity granular pile, described special-shaped granular pile is placed in soft foundation 7, the top of described special-shaped granular pile is positioned at earth's surface place, by prose style free from parallelism stake holes 2, vertical reinforced formula geosynthetic layer 3, circular stirrups 4, iron wire 5 and prose style free from parallelism filler 6 are formed, vertical reinforced formula geosynthetic layer 3 is positioned in prose style free from parallelism stake holes 2, circular stirrups 4 is fixed on the inner side of vertical reinforced formula geosynthetic layer 3 along the equidistant level of prose style free from parallelism stake holes 2 vertical direction by iron wire 5, by circular stirrups 4, vertical reinforced formula geosynthetic layer 3 is vertically separated into some pieces, discrete material layer 6 is filled in vertical reinforced formula geosynthetic layer 3, through closely knit final formation band stirrup collapsible geosynthetics abnormity granular pile.
In the present invention, described prose style free from parallelism stake holes 2 is cylindrical prose style free from parallelism stake holes; Described discrete material layer 6 is rubble or sand, and the prose style free from parallelism packing layer that particle diameter is not more than 6cm got by its medium stone, and the easy-to-use medium coarse sand of sand, also can use gravelly sand.
In the present invention, described vertical reinforced formula geosynthetic layer 3 adopts any one in geo-grid, geotextiles, geotechnical fabric bag or geotechnique's bag with tensile strength and water permeability; Diameter and the height size of the caliber of vertical reinforced formula geosynthetic layer 3 and height and prose style free from parallelism stake holes 2 are consistent, and sealing colligation is carried out by iron wire 5 in its underpart.
In the present invention, described circular stirrups 4 is the inner sides using iron wire to be equidistantly horizontally fixed on vertical reinforced formula geosynthetic layer 3 along prose style free from parallelism stake holes 2 vertical direction, and the spacing between fixed point is taken as the size of prose style free from parallelism stake holes 2 diameter; When the diameter of prose style free from parallelism stake holes 2 is less than or equal to 800mm, circular stirrups 4 diameter is selected to be less than 6mm; When being greater than 800mm when the diameter of prose style free from parallelism stake holes 2, circular stirrups 4 diameter is selected to be less than 8mm.
A kind of construction method with stirrup collapsible geosynthetics abnormity granular pile that the present invention proposes, the construction method used is immersed tube soil compaction method or the sleeve pipe compacting process of remaining silent, and Specific construction step is as follows:
One, immersed tube soil compaction of remaining silent method
1) vibration sinking tube pore-forming
Adopt vibrating type pile driver, after immersed tube machinery is in place, vibrating hammer vibration sinking tube is started after the earth's surface 1 of soft foundation 7 utilization hammer weighs and immersed tube is pressed into 1-2m by pile pipe deadweight slowly, often sinking 0.5-1m vibration staying 5-10s, until projected depth, in soft foundation 7, at this moment define a cylindrical shape underground prose style free from parallelism stake holes 2.
2) vertical reinforced formula geosynthetic layer 3 is installed
Vertical reinforced formula geosynthetic layer 3 is fixed circular stirrups 4 by iron wire 5, in vertical reinforced formula geosynthetic layer 3, put into appropriate discrete material layer 6 in advance, utilize the Gravitative Loads of discrete material layer 6, circular stirrups 4 and vertical reinforced formula geotechnique synthesis layer 3, automatically sink to the bottom of cylindrical shape underground prose style free from parallelism stake holes 2, complete the installation of vertical reinforced formula geosynthetic layer 3.
3) construction forms band stirrup collapsible geosynthetics abnormity granular pile
By the hopper on vibrating type pile driver, discrete material layer 6 is bet in cylindrical shape underground prose style free from parallelism stake holes 2, when the rubble height in prose style free from parallelism stake holes 2 is greater than 1/3 of prose style free from parallelism stake holes 2 height, can on pull out immersed tube, first should vibrate 5-10s before tube drawing, shake while pull out, often degree of lifting 0.5m-1.0m failure of oscillation, so repeatedly until full pipe is extracted, through closely knit final formation band stirrup collapsible geosynthetics abnormity granular pile, thus form compound foundation.
Two, sleeve pipe compacting process
1) ramming pipe pore-forming
Adopt steam pile driver or diesel hammer, after pile pipe is vertically in place, hammering inner and outer tubes on the earth's surface 1 of soft foundation 7, sink to the degree of depth of regulation, in soft foundation 7, at this moment define a cylindrical shape underground prose style free from parallelism stake holes 2.
2) vertical reinforced formula geosynthetic layer 3 is installed
Vertical reinforced formula geosynthetic layer 3 is fixed circular stirrups 4 by iron wire 5, pull up interior pipe, in vertical reinforced formula geosynthetic layer 3, put into appropriate discrete material layer 6 in advance, utilize the Gravitative Loads of discrete material layer 6, circular stirrups 4 and vertical reinforced formula geotechnique synthesis layer 3, automatically sink to the bottom of cylindrical shape underground prose style free from parallelism stake holes 2, complete the installation of vertical reinforced formula geosynthetic layer 3.
3) construction forms band stirrup collapsible geosynthetics abnormity granular pile
After the installation of vertical reinforced formula geosynthetic layer 3, discrete material layer 6 is filled in cylindrical shape underground rubble hole 2, put down interior pipe on 6, the discrete material layer in outer tube, pull up outer tube to concordant with interior pipe ground, hammering inner and outer tubes are real by discrete material lamination, pull up interior pipe and pour into discrete material layer 6 in outer tube, repeat said process, until pile pipe extracts ground, be with stirrup collapsible geosynthetics abnormity granular pile through hitting real final formation.
Working mechanism of the present invention:
After the collapsible geosynthetics granular pile of band stirrup squeezed into by soft foundation, form a kind of composite foundation, when composite foundation is subject to building or other factor applied pressures, vertical reinforced formula geosynthetic layer and stirrup provide radial constraint jointly, large due to the deformation ratio stirrup at vertical geosynthetic layer, the formation of the special-shaped granular pile of similar sugarcoated haws string data can be caused, which increase the contact area between pile body and the soil body, thus the frictional force increased between pile body and the soil body, improve pile body supporting capacity, the total bearing capacity of further lifting soft foundation.
Compared with prior art, the present invention has following Advantageous Effects:
1, the present invention is owing to utilizing the Gravitative Loads of appropriate discrete material layer, circular stirrups and vertical reinforced formula geotechnique synthesis layer, automatically sinks to the bottom of cylindrical shape underground prose style free from parallelism stake holes, installs more simple and convenient than general Reinforced Gravel Pile.
2, (fixing circular stirrups by iron wire) vertical reinforced formula geotechnique synthesis layer of the present invention can be folded into round pie, saves space, carries more convenient.
3, the special-shaped granular pile in the present invention increases the contact area between pile body and the soil body, thus increases the frictional force between pile body and the soil body, improves pile body supporting capacity, promotes the total bearing capacity of soft foundation further.
4, the present invention only increases the expense of stirrup material in construction investment, and cost performance is higher, and construction technology is simple, processes easy for installation, adapts to industrial production demand.
Accompanying drawing explanation
Fig. 1 is a kind of band stirrup collapsible geotextiles abnormity broken stone pile floor map;
Fig. 2 is a kind of band stirrup collapsible geotextiles abnormity broken stone pile elevational schematic view;
Number in the figure: 1-earth's surface, 2-prose style free from parallelism stake holes, 3-vertical reinforced formula geotechnique layer of cloth, 4-circular stirrups, 5-iron wire, 6-prose style free from parallelism packing layer, 7-soft foundation.
Detailed description of the invention
Referring to accompanying drawing, in conjunction with concrete enforcement case row, the present invention is described in detail.
embodiment 1
One, stirrup collapsible geosynthetics abnormity granular pile is with
As shown in Figure 1, 2, be placed in the underground prose style free from parallelism stake holes 2 of soft foundation 7, be made up of prose style free from parallelism stake holes 2, vertical reinforced formula geotechnique layer of cloth 3, circular stirrups 4, iron wire 5 and prose style free from parallelism packing layer 6, use iron wire 5 that circular stirrups 4 is equidistantly horizontally fixed on inside vertical reinforced formula geotechnique layer of cloth 3 along prose style free from parallelism stake holes 2 vertical direction, vertical reinforced formula geotechnique layer of cloth 3 is positioned in prose style free from parallelism stake holes 2, prose style free from parallelism packing layer 6 is filled, through closely knit final formation band stirrup collapsible geotextiles abnormity broken stone pile in vertical reinforced formula geotechnique layer of cloth 3.
In the present embodiment, prose style free from parallelism stake holes 2 is cylindrical prose style free from parallelism stake holes, and diameter is taken as 800mm; The prose style free from parallelism packing layer 6 adopted gets the prose style free from parallelism packing layer that particle diameter is not more than 6cm.
In the present embodiment the caliber of vertical reinforced formula geotechnique layer of cloth 3 and height consistent with the diameter of prose style free from parallelism stake holes 2 and height size, sealing colligation is carried out by iron wire 5 in its underpart.
Circular stirrups 4 in the present embodiment uses iron wire 5 to be equidistantly horizontally fixed on the inner side of vertical reinforced formula geotechnique layer of cloth 3 along prose style free from parallelism stake holes 2 vertical direction, and the spacing between fixed point is taken as the size of prose style free from parallelism stake holes 2 diameter; Select the circular stirrups of diameter 6mm;
Utilize the construction method of band stirrup collapsible geotextiles abnormity Treating soft foundation applying for macadam pile to adopt sleeve pipe compacting process, Specific construction step is as follows, as Fig. 1, shown in 2:
1) ramming pipe pore-forming
Adopt steam pile driver or diesel hammer, after pile pipe is vertically in place, hammering inner and outer tubes on the earth's surface 1 of soft foundation 7, sink to the degree of depth (10m) of regulation, in soft foundation 7, at this moment define a cylindrical shape underground prose style free from parallelism stake holes 2.
2) vertical reinforced formula geotechnique layer of cloth 3(is installed and fixes circular stirrups 4 by iron wire 5)
Pull up interior pipe, in vertical reinforced formula geotechnique layer of cloth 3, put into appropriate prose style free from parallelism packing layer 6 in advance, utilize the Gravitative Loads of prose style free from parallelism packing layer 6, circular stirrups 4 and vertical reinforced formula geotechnique layer of cloth 3, automatically sink to the bottom of cylindrical shape underground prose style free from parallelism stake holes 2, complete the installation of vertical reinforced formula geotechnique layer of cloth 3.
3) construction forms band stirrup collapsible geotextiles abnormity broken stone pile
After the installation of vertical reinforced formula geotechnique layer of cloth 3, prose style free from parallelism packing layer 6 is filled in cylindrical shape underground rubble hole 2, put down interior pipe on the prose style free from parallelism packing layer in outer tube 6, pull up outer tube to concordant with interior pipe ground, hammering inner and outer tubes, by prose style free from parallelism packing layer 6 compacting, pull up interior pipe and pour into prose style free from parallelism packing layer 6 in outer tubes, repeat said process, until pile pipe extracts ground, be with stirrup collapsible geotextiles abnormity broken stone pile through hitting real final formation, thus form compound foundation.
The relevant technologies content do not addressed in aforesaid way is taked or uses for reference prior art to realize.
It should be noted that, under the instruction of this manual, those skilled in the art can also make such or such easy variation pattern, such as equivalent way, or obvious mode of texturing.Above-mentioned variation pattern all should within protection scope of the present invention.
Claims (6)
1. a band stirrup collapsible geosynthetics abnormity granular pile, it is characterized in that, described special-shaped granular pile is placed in soft foundation (7), the top of described special-shaped granular pile is positioned at earth's surface (1) place, by prose style free from parallelism stake holes (2), vertical reinforced formula geosynthetic layer (3), circular stirrups (4), iron wire (5) and prose style free from parallelism filler (6) are formed, vertical reinforced formula geosynthetic layer (3) is positioned in prose style free from parallelism stake holes (2), circular stirrups (4) is fixed on the inner side of vertical reinforced formula geosynthetic layer (3) along the equidistant level of prose style free from parallelism stake holes (2) vertical direction by iron wire (5), by circular stirrups (4), vertical reinforced formula geosynthetic layer (3) is vertically separated into some pieces, discrete material layer (6) is filled in vertical reinforced formula geosynthetic layer (3), through closely knit final formation band stirrup collapsible geosynthetics abnormity granular pile.
2. one band stirrup according to claim 1 collapsible geosynthetics abnormity granular pile, is characterized in that: described prose style free from parallelism stake holes (2) is cylindrical prose style free from parallelism stake holes.
3. one band stirrup according to claim 1 collapsible geosynthetics abnormity granular pile, is characterized in that: described vertical reinforced formula geosynthetic layer (3) adopts any one in geo-grid, geotextiles, geotechnical fabric bag or geotechnique's bag with tensile strength and water permeability; Diameter and the height size of the caliber of vertical reinforced formula geosynthetic layer (3) and height and prose style free from parallelism stake holes (2) are consistent, and sealing colligation is carried out by iron wire (5) in its underpart.
4. one band stirrup according to claim 1 collapsible geosynthetics abnormity granular pile, it is characterized in that: described circular stirrups (4) is the inner side using iron wire to be equidistantly horizontally fixed on vertical reinforced formula geosynthetic layer (3) along prose style free from parallelism stake holes (2) vertical direction, and the spacing between fixed point is taken as the size of prose style free from parallelism stake holes (2) diameter; When the diameter of prose style free from parallelism stake holes (2) is less than or equal to 800mm, circular stirrups diameter is selected to be greater than 6mm; When the diameter of prose style free from parallelism stake holes (2) is greater than 800mm, circular stirrups diameter is selected to be greater than 8mm.
5. one band stirrup according to claim 1 collapsible geosynthetics abnormity granular pile, it is characterized in that: described discrete material layer (6) is rubble or sand, the prose style free from parallelism packing layer that particle diameter is less than 6cm got by its medium stone, sand medium coarse sand or gravelly sand described in discrete material layer.
6. an a kind of construction method with stirrup collapsible geosynthetics abnormity granular pile as claimed in claim 1, is characterized in that: the construction method used is immersed tube soil compaction method or the sleeve pipe compacting process of remaining silent, and construction sequence is as follows:
One, immersed tube soil compaction of remaining silent method
1) vibration sinking tube pore-forming
Adopt vibrating type pile driver, after immersed tube machinery is in place, vibrating hammer vibration sinking tube is started after earth's surface (1) the utilization hammer of soft foundation (7) weighs and immersed tube is pressed into 1-2m by pile pipe deadweight slowly, often sinking 0.5-1m vibration staying 5-10s, until projected depth, at this moment in soft foundation (7), define cylindrical shape underground prose style free from parallelism stake holes (2);
2) vertical reinforced formula geosynthetic layer (3) is installed
Vertical reinforced formula geosynthetic layer (3) is fixed circular stirrups (4) by iron wire (5), in vertical reinforced formula geosynthetic layer (3), put into appropriate discrete material layer (6) in advance, utilize the Gravitative Loads of discrete material layer (6), circular stirrups 4 and vertical reinforced formula geotechnique's synthesis layer (3), automatically sink to the bottom of cylindrical shape underground prose style free from parallelism stake holes (2), complete the installation of vertical reinforced formula geosynthetic layer (3);
3) construction forms band stirrup collapsible geosynthetics abnormity granular pile
By the hopper on vibrating type pile driver, stake discrete material layer (6) in cylindrical shape underground prose style free from parallelism stake holes (2), when the rubble height in prose style free from parallelism stake holes (2) is greater than 1/3 of prose style free from parallelism stake holes (2) height, can on pull out immersed tube, first should vibrate 5-10s before tube drawing, shake while pull out, often degree of lifting 0.5m-1.0m failure of oscillation, so repeatedly until full pipe is extracted, through closely knit final formation band stirrup collapsible geosynthetics abnormity granular pile, thus form compound foundation;
Two, sleeve pipe compacting process
1) ramming pipe pore-forming
Adopt steam pile driver or diesel hammer, after pile pipe is vertically in place, in the upper hammering inner and outer tubes in the earth's surface (1) of soft foundation (7), sink to the degree of depth of regulation, at this moment in soft foundation (7), define cylindrical shape underground prose style free from parallelism stake holes (2);
2) vertical reinforced formula geosynthetic layer (3) is installed
Vertical reinforced formula geosynthetic layer (3) is fixed circular stirrups (4) by iron wire (5), pull up interior pipe, in vertical reinforced formula geosynthetic layer (3), put into appropriate discrete material layer (6) in advance, utilize the Gravitative Loads of discrete material layer (6), circular stirrups (4) and vertical reinforced formula geotechnique's synthesis layer (3), automatically sink to the bottom of cylindrical shape underground prose style free from parallelism stake holes (2), complete the installation of vertical reinforced formula geosynthetic layer (3);
3) construction forms band stirrup collapsible geosynthetics abnormity granular pile
After the installation of vertical reinforced formula geosynthetic layer (3), discrete material layer (6) is filled in cylindrical shape underground prose style free from parallelism stake holes (2), put down interior pipe on discrete material layer (6) face in outer tube, pull up outer tube to concordant with interior pipe ground, hammering inner and outer tubes are by discrete material layer (6) compacting, pull up interior pipe in outer tube, pour into discrete material layer (6), repeat said process, until pile pipe extracts ground, stirrup collapsible geosynthetics abnormity granular pile is with through hitting real final formation, thus form compound foundation.
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| Publication number | Publication date |
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| CN104652407B (en) | 2016-08-24 |
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