CN104328782B - A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof - Google Patents
A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof Download PDFInfo
- Publication number
- CN104328782B CN104328782B CN201410690251.7A CN201410690251A CN104328782B CN 104328782 B CN104328782 B CN 104328782B CN 201410690251 A CN201410690251 A CN 201410690251A CN 104328782 B CN104328782 B CN 104328782B
- Authority
- CN
- China
- Prior art keywords
- concrete pile
- bored concrete
- pile core
- grouting pipe
- roadbed
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2204/00—Characteristics of the track and its foundations
- E01B2204/08—Deep or vertical foundation
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0075—Textiles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2450/00—Gaskets
- E02D2450/10—Membranes
Abstract
The present invention relates to railway bed area of maintenance, particularly relate to a kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof, apparatus structure includes bored concrete pile core (1), bag container (2) and Grouting Pipe (11), described Grouting Pipe (11) is connected to the upper end of described bored concrete pile core (1) by overlapping connected nut (4), described bag container (2) is socketed in the lower end of described bored concrete pile core (1) by shrinking seal ring (3), one section of described Grouting Pipe (11) and roadbed (10) touching position is provided with expansion loop (12).The present invention utilizes frame structure support concept and stake formula structural principle, high pressure is coordinated to inject expandable foam and grouting equipment thereof and monitoring equipment, disease roadbed is carried out accurate lifting, degree of accuracy is up to ± 1mm, and stock utilization is high, still highly effective for the large-scale cavity under improvement ground or underground river, underground；Road structure is destroyed little, quick construction.
Description
Technical field
The present invention relates to railway bed area of maintenance, particularly relate to a kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof.
Background technology
China is vast in territory, the landform of railway process is more complicated, roadbed is as the important component part of railway, it is subject to track structure weight and train load and the basis of various additional force, also being the weakest least stable component in line project, the irregularity of roadbed physical dimension can cause the Geometric irregularity of track naturally.In order to ensure train safe, even running, roadbed must have that high intensity, rigidity is big, stability, durability, the good characteristic such as is unlikely to deform, and the design accordingly, as the basic roadbed of carrying high-speed railway is subject to increasingly paying attention to widely.And in the ordinary course of things, the control difficulty of the stabilized soil pavement of most sections ground is all little, the main bugbear brought to engineering is sedimentation and deformation and the solidification problem of various control measures generation thereof, thus subgrade settlement problem on deformation is major control factors to be considered in Railway Design.Along with the transformation of China both wired raising speed by a large scale and speed rail, the building of high-speed railway, the subgrade settlement problem on deformation frequently occurred becomes urgently to be resolved hurrily.
From the case administering subgrade settlement deformation in the past, the traditional method being used for slowing down and administering the deformation of ground settlement after construction both at home and abroad mainly has Sand-gravel-cushion Technioue, heavy-tamping method, down hole deep compaction compacting method, plastic draining board surcharge preloading or vacuum method, Dynamic Drainage Consolidation Method, cement Powder Spray Pile, cement mixing pile, broken stone pile, sand compaction pile, CFG (CFG stake) and reinforced concrete pile net structure and pile slab structure etc..But, owing to high-speed railway is to improving constantly that orbital forcing requires, the continuous shortening in skylight, the defect that these methods exist becomes to become increasingly conspicuous, such as, it is more big that Sand-gravel-cushion Technioue changes the thickness filled out, and cost is more high, and be not suitable for processing the ground that Soft Soil Layer is thicker, buried depth is bigger, level of ground water is high, easily seep water section water-pumping/draining costly；Vibrations and the noise that heavy-tamping method produces is relatively big, and earthwork water content is more sensitive, when water content is higher, is easily formed spongy soil after hammering, it is desirable to time construction site relatively big, if weight contact fragment of brick or concrete block easily cause casualties；Plastic draining board preloading method long in time limit, procedure calls is high, and precompressed relatively conference dramatically increases cost, it is difficult to solve ground secondary consolidation settlement；The process degree of depth of Dynamic Drainage Consolidation Method is generally less than 10 meters, complex procedures, requires higher to precipitation, drainage system, it is impossible to section, independent process pool, is affected by surrounding enviroment bigger；The reinforcement depth of cement Powder Spray Pile, less than 18 meters, is not suitable for the soil processing the content of organic matter, plasticity index is bigger, and cost is higher；Cement mixing pile process after ground uniformity be difficult to control to, this is on the one hand that cannot to ensure that Site obtains ratio more uniform due to construction technology, is owing to pile strength is uneven in the axial direction on the other hand, and it is bigger to process the settling amount after composite foundation；The reinforcement depth of broken stone pile is generally less than 25 meters, involves great expense, it is difficult to pile on the muck soil that vane-shear strength is very low, and the more difficult control in stake footpath, bearing power increase amplitude is less, and settlement after construction is difficult to control to；The reinforcement depth of sand compaction pile is generally less than 20 meters, processes muddy foundation and in conjunction with piling prepressing, and need to need to control replacement rate well, is not suitable for high-bearing capacity requirement ground；CFG stake cost is higher, is not suitable for processing muddy foundation；Reinforced concrete pile net structure and pile slab structure complex procedures, cost is higher relative to composite foundation.And, the major part in these methods is unsuitable for processing the subgrade settlement deformation of non-fragment orbit, and this is owing to non-fragment orbit is by the restriction of self adjustment capability, and the sedimentation and deformation of engineering under line is proposed tightened up requirement.
At present, the domestic System and method for occurring being applicable to that ballastless track bed sinking carries out lifting, particular content can referring to application number two patents of respectively " 201310027717.0 " and " 201320039996.8 ", but, it is ballastless track bed that this System and method for is suitable only for lifting, carry out slip-casting lifting under track plates, it is impossible to process the defect of deep foundation base, thus foundation settlement deformation can only be alleviated within the limited time.And, slip casting process easily produces substantial amounts of material and runs off, increase construction cost.If there is relatively macroscopic-void or underground river, underground under ground, can cause cannot lifting or lifting DeGrain, do not solved due to deep foundation base problem at all, settle after a period of time after construction and still can occur, it is necessary to repeatedly administer.And lifting precision is relatively low, minimum can only achieve 3 to about 5mm, differ greatly less than 1mm from what high ferro Foundation Treatment control accuracy required.
Summary of the invention
It is an object of the invention to provide a kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof, solve at present deep foundation base cannot be administered by the administering method of railroad bed settlement deformation, and control accuracy is poor, is also easily affected by underground environment and cause that regulation effect is poor, the unabiding problem of regulation effect.
For solving the problems referred to above, the technical solution used in the present invention is:
A kind of expansiveness perfusion support arrangement, including bored concrete pile core, bag container, contracting seal ring and set connected nut, described bag container is firmly socketed in the lower end of described bored concrete pile core by shrinking seal ring, and described set connected nut is arranged on the upper end of bored concrete pile core, is used for connecting Grouting Pipe.
Further technical scheme is, described bored concrete pile core retainer plate connects the diameter after 1～10cm, expansion of the diameter before expanding after described bag container at 1～200cm.
Further technical scheme is, described bag container is high tenacity weaving bag or thin film.
A kind of method administering railroad bed settlement deformation, comprises the following steps:
Step one, height according to cavity in the vertical direction everywhere selects expansiveness perfusion the support arrangement of different length, described expansiveness perfusion support arrangement includes bored concrete pile core, bag container, contracting seal ring and set connected nut, described bag container is firmly socketed in the lower end of described bored concrete pile core by shrinking seal ring, and described set connected nut is arranged on the upper end of bored concrete pile core；
Step 2, sinking roadbed is drilled with the hand-hole in one or more through cavity, will be equipped with the Grouting Pipe of expansion loop and be connected with the upper end of bored concrete pile core by overlapping connected nut, according to desired depth, Grouting Pipe is carried out splicing to lengthen, it is ensured that bag container can arrive desired depth after expanding in cavity；
Step 3, stored up sizing device by outside and injection material is carried out slip casting from Grouting Pipe, and guided the bored concrete pile core inner to hand-hole by Grouting Pipe, injection material is two components through mixing, they will not react when flowing in Grouting Pipe and bored concrete pile core inner, it is being injected into after inside bag container, owing to after contacting with surrounding, temperature reduces rapidly, then react rapidly and start to expand, owing to before injection material foaming, density is little, viscosity is low, without particulate material, penetration is strong, it is possible to quickly spreads in underground and fits tightly with bag container.
Step 4, control slip casting and adopt interval, the grouting mode successively decreased, material to be implanted completes preliminary expansion, after solidification, height according to lifting judges whether to continue injection and injection rate next time, when rising height moves closer to predeterminated target, it is gradually reduced flow rate of grouting, extend the time of operating interval, material to be implanted expands completely, after solidification, the data obtained further according to monitoring device determine the Uplifting amount of each position on roadbed, judge whether to continue to inject and suitable injection rate, in slip casting, pause, monitoring, again gradually by steady for the roadbed of sedimentation and deformation in slip casting operation so repeatedly, it is lifted to predeterminated position exactly, lifting precision is less than ± 1mm, complete to administer.
Further technical scheme is, fluid operating pressure during slip casting, at 1-30Mpa, can make injection material disperse rapidly, penetrate into disease place.
Further technical scheme is, the diameter of described hand-hole, at 1～10cm, does not destroy the reinforcing bar load-carrying construction of concrete foundation or railway bed substantially, and construction quickly, conveniently, neatly, only need to be filled up with mortar after work and can recover normally to be open to traffic at once.
Further technical scheme is, processing underground shallow layer or deep layer, when there is no the small-sized cavity of underground secret tunnel, also can take away the woven bag part outside slip casting tube core, Grouting Pipe is directly used to carry out slip-casting lifting, the foam of high-pressure injection just can any gap of surrounding or fault location spread in the past, can arrive more than 10 meters farthest.After Foam Expansion thus and surrounding soil stone form composite structure, play that underground defect is filled up, soil matrix improvement, ground are fixed and the effect of lifting.Supporting at the same time it can also be first form expansion stake in underground, then carry out soil improvement in its periphery direct cannulation injected foam, on stake, injected foam carrys out lifting.These several usings method are combined, it is possible to much more very process the ground problem of complexity.And owing to control device is many, lifting precision is very high.The requirement less than 1mm of high ferro needs can be met.
Adopt and have the beneficial effects that produced by technique scheme: the present invention utilizes frame structure support concept and stake formula structural principle, high pressure is coordinated to inject expandable foam and grouting equipment thereof and monitoring equipment, disease roadbed is carried out accurate lifting, and degree of accuracy is up to ± 1mm, and stock utilization is high；Meanwhile, described expansiveness bored concrete pile both can be used alone, and can connect together to work in coordination with common Grouting Pipe again uses, and further increases its range of application and motility.Road structure is destroyed little, quick construction, it is possible to effectively administer the various degree of depth, various types of subgrade settlement problem on deformation.
Accompanying drawing explanation
Fig. 1 is the structural representation of a kind of expansiveness perfusion support arrangement of the present invention.
Fig. 2 is a kind of expansiveness perfusion support arrangement use view before slip casting of the present invention.
Fig. 3-6 is that one expansiveness of the present invention perfusion support arrangement is at slip casting status of processes schematic diagram.
Administering method schematic diagram when Fig. 7-Fig. 9 is to the present invention is directed to cavity small-sized, medium-sized, large-scale.
Figure 10 illustrate the present invention is directed to underground large-scale and have a lot of secret tunnel cavity administration way schematic diagram.
Figure 11 illustrates and the present invention is directed to the empty administration way schematic diagram that underground is large-scale and highly differs.
In figure: 1-bored concrete pile core, 2-bag container, 3-shrinks seal ring, and 4-overlaps connected nut, 5-injection material, 6-soil, the small-sized cavity of 7-, the medium-sized cavity of 8-, the large-scale cavity of 9-, 10-roadbed, 11-Grouting Pipe, 12-expansion loop, 13-underground secret tunnel, 14-hand-hole.
Detailed description of the invention
In order to make the purpose of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein is only in order to explain the present invention, is not intended to limit the present invention.
Fig. 1-Fig. 6 illustrates an embodiment of the present invention a kind of expansiveness perfusion support arrangement: a kind of expansiveness perfusion support arrangement, including bored concrete pile core 1, bag container 2, contracting seal ring 3 and set connected nut 4, described bag container 2 is firmly socketed in the lower end of described bored concrete pile core 1 by shrinking seal ring 3, described set connected nut 4 is arranged on the upper end of bored concrete pile core 1, is used for connecting Grouting Pipe 11.
A preferred embodiment according to a kind of expansiveness of present invention perfusion support arrangement, described bored concrete pile core 1 expand after being socketed described bag container 2 before diameter diameter after 3～5cm, expansion at 3～100cm.
Another preferred embodiment according to a kind of expansiveness perfusion support arrangement of the present invention, described bag container 2 is high tenacity weaving bag or thin film.
Fig. 1-Fig. 6 also show a kind of method administering railroad bed settlement deformation of the present invention, comprises the following steps:
Step one, height according to cavity in the vertical direction everywhere selects expansiveness perfusion the support arrangement of different length, described expansiveness perfusion support arrangement includes bored concrete pile core 1, bag container 2, contracting seal ring 3 and set connected nut 4, described bag container 2 is firmly socketed in the lower end of described bored concrete pile core 1 by shrinking seal ring 3, and described set connected nut 4 is arranged on the upper end of bored concrete pile core 1；
Step 2, sinking roadbed 10 is drilled with the hand-hole 14 in one or more through cavity, will be equipped with the Grouting Pipe 11 of expansion loop 12 and be connected with the upper end of bored concrete pile core 1 by overlapping connected nut 4, according to desired depth, Grouting Pipe 11 is carried out splicing to lengthen, it is ensured that bag container 2 can arrive desired depth after expanding in cavity；
Step 3, stored up sizing device by outside and injection material 5 is carried out slip casting from Grouting Pipe 11, and the bored concrete pile core 1 that guided to hand-hole 14 by Grouting Pipe 11 is internal, injection material 5 is two components through mixing, they will not react when Grouting Pipe 11 and bored concrete pile core 1 internal flow, it is being injected into after inside bag container 2, owing to after contacting with surrounding, temperature reduces rapidly, then react rapidly and start to expand, owing to before injection material foaming, density is little, viscosity is low, without particulate material, penetration is strong, can quickly spread in underground and fit tightly with bag container.
Step 4, control slip casting and adopt interval, the grouting mode successively decreased, material 5 to be implanted completes preliminary expansion, after solidification, height according to lifting judges whether to continue injection and injection rate next time, when rising height moves closer to predeterminated target, it is gradually reduced flow rate of grouting, extend the time of operating interval, material 5 to be implanted expands completely, after solidification, the data obtained further according to monitoring device determine the Uplifting amount of each position on roadbed, judge whether to continue to inject and suitable injection rate, in slip casting, pause, monitoring, again gradually by steady for the roadbed of sedimentation and deformation in slip casting operation so repeatedly, it is lifted to predeterminated position exactly, lifting precision is less than ± 1mm, complete to administer.
A preferred embodiment according to a kind of method administering railroad bed settlement deformation of the present invention, fluid operating pressure during slip casting, at 1-30Mpa, can make injection material disperse rapidly, penetrate into disease place.
Another preferred embodiment according to a kind of method administering railroad bed settlement deformation of the present invention, the diameter of described hand-hole 14 is at 1～10cm.Substantially not destroying the reinforcing bar load-carrying construction of concrete foundation or railway bed, construction quickly, conveniently, neatly, only need to be filled up with mortar after work and can recover normally to be open to traffic at once.
Fig. 7-Fig. 9 illustrates administering method when the present invention is directed to cavity small-sized, medium-sized, large-scale, i.e. the size according to cavity, many expansiveness perfusion support arrangements of uniform employing, utilizes multiple bag container 2 to be supported.Wherein it should be noted that during for the improvement in medium-sized and large-scale cavity, slip casting is many slip castings simultaneously, between adopting, diaphragm rests and the mode successively decreased controls grouting amount simultaneously, to carry out everywhere synchronizing lifting to the roadbed of sedimentation and deformation, roadbed entirety is prevented to be damaged because of discontinuity, simultaneously, all right strict console rising amount, prevent lifting from obtaining too much, whole lifting operating process is required for the real-time measurements according to monitoring device and determines the Uplifting amount of each position on roadbed, to ensure that roadbed can be steady on each position, it is lifted to precalculated position accurately.
Described cavity can be divided into small-sized empty 7, medium-sized empty 8 and large-scale by empty 9.
Figure 10 illustrate the present invention is directed to underground large-scale and have a lot of secret tunnel cavity administration way, it is large-scale by empty 9 that roadbed does not often only exist underground 10 times, it is also possible to there is more underground secret tunnel 13.If directly cavity is filled with and lifting by injection injection material 5, the a large amount of of injection material 5 can be caused undoubtedly to run off and waste, causing cannot lifting or lifting DeGrain, owing to ground steadiness problem is not solved at all, settle after a period of time after construction and still can occur, it is necessary to repeatedly administer.And injection material 5 can be constrained in limited space by the present invention, and the expansive force of injection material 5 is converted into longitudinal holding power, not only greatly reduce the unnecessary mistake of stream of injection material 5, it is greatly improved the utilization rate of injection material 5, significantly reduce construction cost, and fundamentally reinforce and lifting ground, secondary settlement will not occur, thering is provided real-time data parameters to assist to control grouting amount and rising height by monitoring device for lifting operation, degree of accuracy is less than ± 1mm.
Figure 11 illustrates the administration way that the present invention is directed to the cavity that underground is large-scale and the degree of depth differs, when roadbed 10 times is large-scale by empty 9 except there is underground, there is also the underground of more shallow-layer or deep layer small-sized empty 7 or underground medium-sized empty 8 time, can first adopt expansiveness bored concrete pile core that underground large-scale empty 9 is carried out lifting, support, reinforcing deep ground.Then, for Lesion more efficiently, expansiveness bored concrete pile core and Grouting Pipe 11 can be used separately, less underground cavity is directly carried out slip casting by the basis of expansiveness bored concrete pile core, injection material 5 under high pressure towards periphery the fault location of soil spread rapidly, permeate, then foaming and intumescing, by produce expansive force compacting surrounding soil, further lifting roadbed, consolidated subsoil.In whole lifting operating process, the real-time measurements according to monitoring device assists to control grouting amount and rising height, and degree of accuracy is less than ± 1mm.
The present invention is directed to the administration way in the cavity of multiple different depth, for the subgrade settlement deformation only caused by less underground cavity, for Lesion more efficiently, generally expansiveness bored concrete pile core and Grouting Pipe 11 are used separately, owing to being absent from the losing issue of injection material 5, thus injection material 5 can be injected either directly through Grouting Pipe, the high pressure permeability power quickly fault location diffusion of soil towards periphery utilizing its liquid is come, then foaming and intumescing, utilizes the expansive force compacting surrounding soil in the pressure of slip casting and material 5 foaming process, lifting roadbed.In whole lifting operating process, the real-time measurements according to monitoring device assists to control grouting amount and rising height, and degree of accuracy is less than ± 1mm.
The distribution of the slurry that the slip casting degree of depth and injection are gone down is adjustable.During the woven bag part being cased with outside slip casting tube core, Foam Expansion scope is constrained in a narrow and small scope, thus forming foundation pile, plays a supporting role.Processing underground shallow layer or deep layer, when there is no the small-sized cavity of underground secret tunnel, also can take away the woven bag part outside slip casting tube core, directly using Grouting Pipe to carry out slip-casting lifting, the foam of high-pressure injection just can any gap of surrounding or fault location spread in the past, can arrive more than 10 meters farthest.After Foam Expansion thus and surrounding soil stone form composite structure, play that underground defect is filled up, soil matrix improvement, ground are fixed and the effect of lifting.Supporting at the same time it can also be first form expansion stake in underground, then carry out soil improvement in its periphery direct cannulation injected foam, on stake, injected foam carrys out lifting.These several usings method are combined, it is possible to much more very process the ground problem of complexity.And owing to control device is many, lifting precision is very high.The requirement less than 1mm of high ferro needs can be met.
The advantage that the present invention brings is as follows:
(1) stock utilization is high, still highly effective for the large-scale cavity under improvement ground or underground river, underground
Can effectively administer overall roadbed last transition larger part, particularly underground to have been formed and there is a large amount of water even region of circulating water bottom the very deep underground defect area of the penetrability of very big cavity or formation or roadbed.No matter it is concrete grout or foam slurry, all there is a large amount of loss and cannot be carried out the phenomenon effectively filled.And expansiveness bored concrete pile core can make injected foamed materials expand and complete curing reaction therein, the expansive force of injection material is converted into longitudinal holding power, form diameter 3～100cm cylinder and expand foundation pile, underground VOID POSITIONS is formed and effectively supports and lifting, avoid injecting paste material to run off in a large number, and the space between foam stake need not be filled again in slip casting, greatly reduces material consumption, therefore, foam stake method can effectively make up the deficiency of direct slip casting method.And, owing to the geology density of underground diverse location is different, the foam stake formed is surface is cylinder in irregular shape, it is possible to be greatly enhanced frictional force and the support force of foundation pile, more much bigger than general support force straight-through up and down, ganoid concrete friction stake.And the proportion of this stake is very little, also has the effect of positive buoyancy in underground, it is to avoid due to the secondary subsidence problems that big weight concrete stake causes.Further, it is also possible to when opening is only small to carrying out Wicresoft's punching, pile anchoring, fixing roadbed under roadbed, preventing from sinking and ground lifting operation.
(2) road structure is destroyed little, quick construction
Surface perforate is little, the general 2～3cm of diameter, maximum less than 8cm, it is possible to effectively avoid the stiffener in xoncrete structure, thus not destroying the main force support structure of the reinforcing bar load-carrying construction of concrete foundation or railway bed.The high pressure swelling foam material injected can within a few minutes solidifying and setting.The method construction is quickly, conveniently, neatly.Have only to simply fill up surface perforate with fast strength mortar after work and get final product (carrying out the curing time in xoncrete structure reparation needs at least maintenance 1 to 2 week under normal circumstances), it is possible to recover normally to be open to traffic at once.Device therefor small volume, it is not necessary to very big construction site, such as rig is the highest less than 3mm, it is possible to construct in tunnel, subway, even building.Generally these places cannot be carried out the piling work of concrete pile at all.In addition material consumption is few, and the material weight required for filling up the underground defect of same volume only has a thirtieth of cement mortar, greatly reduces the workloads such as the preparation of construction material, carrying.Needed for execute-in-place manually considerably less, even the teams and groups of 2 people just can complete.
(3) it is applicable to administer various subgrade settlement deformations
After geologic radar detection subgrade settlement situation, can by expansiveness bored concrete pile core and Grouting Pipe flexibly with the use of, fixing for the piling of underground cavity and concrete slab hemostasis high pressure expandable foam lifting operation can be combined, thus realizing shallow-layer, deep layer and the slip-casting lifting ground all standing under all kinds of Complicated Geologic Conditions such as under water.This System and method for is applicable not only to railway, applies also for the fields such as subway, highway, municipal administration, building, bay work, has significantly widened the range of application of existing foam filling system
Although reference be made herein to invention has been described for the multiple explanatory embodiment of the present invention, but, it should be understood that those skilled in the art can be designed that a lot of other amendments and embodiment, these amendments and embodiment will drop within spirit disclosed in the present application and spirit.More specifically, disclosure, drawings and claims scope in, it is possible to building block and/or layout to theme composite configuration carry out multiple modification and improvement.Except the deformation that building block and/or layout are carried out and improving, to those skilled in the art, other purposes also will be apparent from.
Claims (3)
1. the method administering railroad bed settlement deformation, it is characterised in that comprise the following steps:
Step one, height according to cavity in the vertical direction everywhere selects expansiveness perfusion the support arrangement of different length, described expansiveness perfusion support arrangement includes bored concrete pile core (1), bag container (2), contracting seal ring (3) and set connected nut (4), described bag container (2) is firmly socketed in the lower end of described bored concrete pile core (1) by shrinking seal ring (3), and described set connected nut (4) is arranged on the upper end of bored concrete pile core (1)；
Step 2, sinking roadbed (10) is drilled with the hand-hole (14) in one or more through cavity, will be equipped with the Grouting Pipe of expansion loop (12) (11) and be connected with the upper end of bored concrete pile core (1) by overlapping connected nut (4), according to desired depth, Grouting Pipe (11) is carried out splicing to lengthen, it is ensured that bag container (2) can arrive desired depth after expanding in cavity；
Step 3, stored up sizing device by outside and injection material (5) is carried out slip casting from Grouting Pipe (11), and guided the bored concrete pile core (1) to hand-hole (14) internal by Grouting Pipe (11), injection material (5) is two components through mixing, they will not react when Grouting Pipe (11) and bored concrete pile core (1) internal flow, after being injected into bag container (2) the inside, owing to after contacting with surrounding, temperature reduces rapidly, then react rapidly and start to expand；
Step 4, control slip casting and adopt interval, the grouting mode successively decreased, material to be implanted (5) completes preliminary expansion, after solidification, height according to lifting judges whether to continue injection and injection rate next time, when rising height moves closer to predeterminated target, it is gradually reduced flow rate of grouting, extend the time of operating interval, material to be implanted (5) expands completely, after solidification, the data obtained further according to monitoring device determine the Uplifting amount of each position on roadbed, judge whether to continue to inject and suitable injection rate, in slip casting, pause, monitoring, again gradually by steady for the roadbed of sedimentation and deformation in slip casting operation so repeatedly, it is lifted to predeterminated position exactly, lifting precision is less than ± 1mm, complete to administer.
2. a kind of method administering railroad bed settlement deformation according to claim 1, it is characterised in that: fluid operating pressure during slip casting is at 1～30Mpa.
3. a kind of method administering railroad bed settlement deformation according to claim 1, it is characterised in that: the diameter of described hand-hole (14) is at 1～10cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410690251.7A CN104328782B (en) | 2014-11-27 | 2014-11-27 | A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410690251.7A CN104328782B (en) | 2014-11-27 | 2014-11-27 | A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104328782A CN104328782A (en) | 2015-02-04 |
| CN104328782B true CN104328782B (en) | 2016-06-29 |
Family
ID=52403582
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410690251.7A Active CN104328782B (en) | 2014-11-27 | 2014-11-27 | A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104328782B (en) |
Families Citing this family (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652415B (en) * | 2015-02-09 | 2016-08-24 | 郑州安源工程技术有限公司 | High-polymer membrane bag grouting method is repaired in underground piping sedimentation |
| CN107227859A (en) * | 2016-03-23 | 2017-10-03 | 上海杰欧地基建筑科技有限公司 | Inject expanded polyurethane mixture reparation with settling terrace and reinforcement based method |
| CN105926658B (en) * | 2016-05-10 | 2019-02-05 | 中国科学院武汉岩土力学研究所 | The bellows note of large volume karst pile foundation construction fills fill method and structure |
| CN106285775A (en) * | 2016-10-10 | 2017-01-04 | 江苏建筑职业技术学院 | Cover goaf filling under a kind of structures and expand bag and construction method |
| CN107165002A (en) * | 2017-05-17 | 2017-09-15 | 中铁西北科学研究院有限公司 | A kind of grouting equipment and its construction method |
| CN108589696A (en) * | 2018-05-11 | 2018-09-28 | 浙江诚骏建设工程有限公司 | A kind of road construction method for weakening road sinks at soft soil property |
| CN109137699B (en) * | 2018-10-08 | 2020-11-20 | 励土峰 | Method for repairing deep pit |
| CN112323853A (en) * | 2019-08-05 | 2021-02-05 | 张继红 | Self-adaptive linear underground engineering structure and transverse deformation control method thereof |
| CN111472221A (en) * | 2020-04-15 | 2020-07-31 | 陕西融创交通科技有限公司 | Subgrade settlement treatment method |
| CN111648776B (en) * | 2020-06-16 | 2021-11-16 | 中铁十四局集团隧道工程有限公司 | Rapid treatment method for preventing collapse and expansion of through funnel-shaped tunnel |
| CN114908632B (en) * | 2021-04-02 | 2023-09-19 | 三峡大学 | Method for repairing and improving road surface bearing capacity |
| CN115027507A (en) * | 2022-06-07 | 2022-09-09 | 中铁二院工程集团有限责任公司 | Railway line structure additionally arranged in existing railway land boundary and train running method |
| CN115680043A (en) * | 2022-12-05 | 2023-02-03 | 中铁四院集团工程建设有限责任公司 | Method for correcting deviation of rescue channel of operating railway bridge |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101126238A (en) * | 2007-09-10 | 2008-02-20 | 铁道第四勘察设计院 | Cloth bag grouting pile-forming method |
| CN103741678A (en) * | 2014-01-28 | 2014-04-23 | 上海申元岩土工程有限公司 | Polyurethane grouting micropile with pile bag as well as construction method and application method of polyurethane grouting micropile |
| CN104047307A (en) * | 2014-07-03 | 2014-09-17 | 上海申元岩土工程有限公司 | Method for reinforcing and deviation correcting of building foundation through combined grouting |
| CN204252140U (en) * | 2014-11-27 | 2015-04-08 | 北京中铁润海科技有限公司 | A kind of expansiveness device for casting |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05132929A (en) * | 1991-11-14 | 1993-05-28 | Jiototsupu:Kk | Development method of hollow cast-in-place pile |
| JP2006063526A (en) * | 2004-08-24 | 2006-03-09 | Asahi Kasei Construction Materials Co Ltd | Expansive foot protection method using friction pile |
-
2014
- 2014-11-27 CN CN201410690251.7A patent/CN104328782B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101126238A (en) * | 2007-09-10 | 2008-02-20 | 铁道第四勘察设计院 | Cloth bag grouting pile-forming method |
| CN103741678A (en) * | 2014-01-28 | 2014-04-23 | 上海申元岩土工程有限公司 | Polyurethane grouting micropile with pile bag as well as construction method and application method of polyurethane grouting micropile |
| CN104047307A (en) * | 2014-07-03 | 2014-09-17 | 上海申元岩土工程有限公司 | Method for reinforcing and deviation correcting of building foundation through combined grouting |
| CN204252140U (en) * | 2014-11-27 | 2015-04-08 | 北京中铁润海科技有限公司 | A kind of expansiveness device for casting |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104328782A (en) | 2015-02-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104328782B (en) | A kind of expansiveness perfusion support arrangement and the method administering railroad bed settlement deformation thereof | |
| CN106522037B (en) | Side broad way based structures based on existing railway roadbed and its construction method | |
| CN204059124U (en) | A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure | |
| CN103526770B (en) | A kind of construction method of high antiseepage anti-floating pile raft structure | |
| US20140314497A1 (en) | Polymer grouting method for constructing gravel pile | |
| CN104131555B (en) | A kind of outsourcing water penetration concrete reinforced pipe crushed stone grouting pile and construction method thereof | |
| CN101270582B (en) | Method for setting bracing column in underground cavity | |
| CN206902479U (en) | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure | |
| CN203462484U (en) | Existing retaining wall reinforcement structure | |
| CN102433876A (en) | Multi-compartment casing composite pile and construction method thereof | |
| CN206396566U (en) | A kind of U-shaped embankment structure of pile of the anti-ground collapse in karst area | |
| CN105696427A (en) | Construction method for reinforcing newly-built railway karst foundation and roadbed structure thereof | |
| CN108547641A (en) | The bottom stab ilization system and its construction method in rich water soft stratum heavy haul railway tunnel | |
| CN107201908A (en) | A kind of construction method of the regional buried Central drain in tunnel of bitter cold | |
| CN107130475A (en) | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure and method | |
| CN102162246A (en) | Vibration-less compaction method of collapsible loess foundation | |
| CN103074882A (en) | Construction method for reinforcing island-type perennial frozen-soil foundation by adopting gravel piles | |
| CN106337413A (en) | Water-draining stiff geo-textile bag cement-soil composite pile and construction method thereof | |
| CN105673025A (en) | Underground engineering loess tunnel ground surface settlement control construction process | |
| CN105672450A (en) | Laying method for large-aperture water draining pipeline parallel to upper part of existing metro tunnel structure | |
| CN104532714B (en) | Roadbed structure for treating deep soft soil karst foundation | |
| CN102296509B (en) | Foundation treatment method for exactly regulating foundation settlement, and construction device | |
| CN111676987A (en) | Construction method for backfilling construction of construction fertilizer tank by vibrating, slurry-flushing and ramming method | |
| JP2003105745A (en) | Improvement work method of soft ground | |
| CN111379253A (en) | Construction method for high-speed railway expanded cement slurry post-grouting discrete material pile composite foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |