CN109667276A - A kind of karst cave treatment and tracking grouting construction method - Google Patents
A kind of karst cave treatment and tracking grouting construction method Download PDFInfo
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- CN109667276A CN109667276A CN201811575600.5A CN201811575600A CN109667276A CN 109667276 A CN109667276 A CN 109667276A CN 201811575600 A CN201811575600 A CN 201811575600A CN 109667276 A CN109667276 A CN 109667276A
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 238000005553 drilling Methods 0.000 claims abstract description 58
- 238000007569 slipcasting Methods 0.000 claims abstract description 45
- 239000011257 shell material Substances 0.000 claims abstract description 14
- 238000012544 monitoring process Methods 0.000 claims abstract description 11
- 238000007789 sealing Methods 0.000 claims abstract description 8
- 238000004062 sedimentation Methods 0.000 claims abstract description 5
- 239000000243 solution Substances 0.000 claims description 28
- 239000002002 slurry Substances 0.000 claims description 20
- 230000000694 effects Effects 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 235000009854 Cucurbita moschata Nutrition 0.000 claims description 3
- 240000001980 Cucurbita pepo Species 0.000 claims description 3
- 235000009852 Cucurbita pepo Nutrition 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 235000020354 squash Nutrition 0.000 claims description 3
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 238000012546 transfer Methods 0.000 claims description 3
- 235000013336 milk Nutrition 0.000 claims description 2
- 239000008267 milk Substances 0.000 claims description 2
- 210000004080 milk Anatomy 0.000 claims description 2
- 238000012545 processing Methods 0.000 abstract description 7
- 238000005516 engineering process Methods 0.000 abstract description 2
- 239000002689 soil Substances 0.000 description 27
- 238000006073 displacement reaction Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 235000013399 edible fruits Nutrition 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000001737 promoting effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000005406 washing Methods 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 210000001367 artery Anatomy 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000009833 condensation Methods 0.000 description 1
- 230000005494 condensation Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 230000008030 elimination Effects 0.000 description 1
- 238000003379 elimination reaction Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000002068 genetic effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 238000009955 starching Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 210000003462 vein Anatomy 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to Treatment technology of karst cave fields, it is intended to provide a kind of karst cave treatment and tracking grouting construction method, its key points of the technical solution are that the following steps are included: 1) unwrapping wire positions: measuring between the room pile foundation cushion cap of cuboid-type and diaphragm wall at a distance of two nearest coordinate points, make the drilling hole location between two coordinate points, make hole location being provided at circumferentially spaced along room pile foundation cushion cap, marks hole location；2) drill hole of drilling machine；3) sleeve shell material is replaced；4) pre-buried mini-valve tube；5) drilling sealing；6) core pipe under；7) it tracks: diaphragm wall deformation, subway station route and the sedimentation of room pile foundation cushion cap etc. tightly being monitored, slip casting is instructed according to monitoring result；8) slip casting；By pre-buried mini-valve tube and tracking grouting, the processing time of later period pilot hole and pre-buried mini-valve tube is saved, is reduced because the case where construction team's quality is not enough easy aggravation solution cavity further expansion occurs.The present invention is suitable for protection subway station track road and room pile foundation cushion cap.
Description
Technical field
The present invention relates to Treatment technology of karst cave fields, more specifically, it relates to which a kind of karst cave treatment and tracking grouting are applied
Work method.
Background technique
Solution cavity is a kind of relatively conventional geological phenomenon, and the geological disasters such as large area earth subsidence can be caused when developing serious, are given
Engineering construction, underground space development etc. bring severe compromise, are one of restraining factors of urban development.
Geological structure, landforms, soil layer, hydrogeology, karsts developing area situation are the deciding factors that solution cavity is formed, wherein leading
Wanting governing factor is composition, genetic type, mineralogical composition, lithology, structure and its physical mechanics hydrophysical property, state, the thickness of soil
Degree etc..
Foundation pit is the heatable adobe sleeping platform excavated in basic engineering position by substrate absolute altitude and basic plane size, with putting doing for side slope
Method makes Stability of Earth Slopes；Depth is deeper, can use foundation pit walls method for protecting support；Large Foundation Pit even uses diaphram wall and colonnade
Formula cast-in-situ bored pile is the methods of chain, protection outside soil layer collapse into.
Near foundation pit, because submarine erosion action, calving disaggregation etc. can generate solution cavity, the soil layer of foundation pit is damaged, is caused
The security risks such as formation collapse, Foundation Pit Pouring water, harm are serious.
Solution cavity generally is reinforced using sleeve valve barrel grouting, mini-valve tube is a kind of plastic tube of PVC material, is equipped with pulp on tube wall
Then hole is wrapped by one layer of rubber case, when the cement slurry in mini-valve tube reaches certain pressure, break through rubber case outward
Whitewashing.After the completion of slip casting, rubber sleave wraps slurry outlet with regard to automatic tightening.It is first punched in underground when use, then sleeve valve
Pipe is put into hole, and periphery, which puts on sleeve shell material, keeps it vertical, then is gone down out of mini-valve tube slip casting with professional grouting gun head.Mini-valve tube
Range of grouting and grouting pressure can be preferably controlled, can carry out repeating slip casting, and very little a possibility that generation grout and grout leaking.Note
It after slurry, generates in the soil body to drill as the pile body of core, and forms the strong tree root of shear resistance in the soil mass crack of pile body periphery
Netted slurry arteries and veins complex achievees the purpose that reinforce solution cavity, eliminates solution cavity.
But the slip casting again after solution cavity generates, construction team competency profiling mistake higher to the operation level requirement of operator
Height, if operating position is inaccurate, drill hole of drilling machine cannot play the role of preferable closely knit soil layer, and because of machinery when drilling machine works
Vibration easily aggravates the further expansion of solution cavity, causes peril, meanwhile, the processing time of later period pilot hole and pre-buried mini-valve tube
It expends longer.
Summary of the invention
The object of the present invention is to provide a kind of karst cave treatment and tracking grouting construction methods, by pre-buried mini-valve tube, and
Tracking grouting is taken tightly to supervise diaphragm wall deformation, subway station route and the sedimentation of room pile foundation cushion cap etc. during excavation of foundation pit
Survey, and instruct according to monitoring result the construction of tracking grouting, subway station track road and room pile foundation cushion cap are protected, reduce because
Construction team's quality is not enough easy to occur the case where aggravating solution cavity further expansion, saves the processing of later period pilot hole and pre-buried mini-valve tube
Time.
Above-mentioned technical purpose of the invention has the technical scheme that a kind of karst cave treatment and tracking note
Starch construction method, comprising the following steps:
1) unwrapping wire positions: it measures at a distance of two nearest coordinate points between the room pile foundation cushion cap of cuboid-type and diaphragm wall, it is fixed
Drilling hole location between two coordinate points out makes hole location being provided at circumferentially spaced along room pile foundation cushion cap, marks hole location；
2) it drill hole of drilling machine: is drilled according to hole location；
3) it replaces sleeve shell material: using squash type slip casting machine, connected between slip casting machine and drilling by drilling rod, in slip casting machine pressure
Under effect, so that sleeve shell material, to drilling, is replaced the mud in hole through Drill-pipe conveyed, extract drilling rod；
4) pre-buried mini-valve tube: after extracting drilling rod, being immediately inserted into mini-valve tube, makes under mini-valve tube into bottom hole and its center and drilling
The heart is overlapped；
5) drilling sealing: the ground around the aperture of drilling is sealed between below ground, at this point, mini-valve tube opening upwards；
6) core pipe under: when pile foundation cushion cap tilts or solution cavity phenomenon occurs in room, by applying pressure handle to sleeve valve grouting
Sheath body pressure break forms open loop, to enter ground layer open access for slurries, transfers core pipe to bottom hole；
7) it tracks: diaphragm wall deformation, subway station route and the sedimentation of room pile foundation cushion cap etc. tightly being monitored, tied according to monitoring
Fruit instructs slip casting；
8) slip casting: after monitoring situations such as diaphragm wall deformation, subway station route and room pile foundation cushion cap settle, mini-valve tube is used
Slip casting, keeps grouting pressure 0.8-2.0MPa, injection rate 1-2L/min, and pressure stabilizing 5min can terminate slip casting.
By using above-mentioned technical proposal, between room pile foundation cushion cap and diaphragm wall, between the circumferential direction of room pile foundation cushion cap
Every make hole location, drilling, displacement sleeve shell material, sleeve shell material be squeezed in sleeve valve barrel grouting it is broken, formed open loop, make slurries along splitting
Crack constantly extend in the soil body outward, induration is condensed into, to improve the intensity on stratum；It is pre-buried in the hole location of drilling
Mini-valve tube saves the processing time of later period pilot hole and pre-buried mini-valve tube；Drilling sealing, to prevent slip casting during emit paddle
Phenomenon diffuses to ground, is hardened to sleeve shell material；Simultaneously to diaphragm wall deformation, subway station route and the sedimentation of room pile foundation cushion cap etc.
Phenomenon is tightly monitored, and the construction of tracking grouting is instructed according to monitoring result, generates in solution cavity or room pile foundation cushion cap inclines
When oblique, pressure applied by grouting, sheath body pressure break is carried out open loop, enters ground layer open access, lower core pipe, in room stake for slurries
Slip casting between foundation platform and diaphragm wall forms barricade, plays the purpose in closely knit soil layer crack, and then reaches and reinforce solution cavity, disappears
Except the purpose of solution cavity；Barricade goes along with sb. to guard him room pile foundation cushion cap, to play the role of righting to inclined room pile foundation cushion cap, enhances room
The stability of pile foundation cushion cap foundation is reduced because pile foundation cushion cap inclination in room makes to lead to foundation pit due to the soil body around diaphragm wall is loose
The case where collapsing appearance, and then reduce because the case where construction team's quality not enough aggravates solution cavity further expansion occurs.
Preferably, in step 8), mini-valve tube uses one-way valve tube slip casting.
It can be to ground certain depth below using the fracture grouting of one-way valve tube by using above-mentioned technical proposal
Soil layer is reinforced and tracking grouting is reinforced, fixed point, quantitative filling especially to soil body deep, and hole energy is multiple, repeats slip casting, tool
Have the advantages that easy for construction, effect is preferable.
Preferably, it is being measured in step 1) by total station between room pile foundation cushion cap and diaphragm wall at a distance of nearest two
Coordinate points.
By using above-mentioned technical proposal, the included data processing system of total station can be quickly and accurately to space
Data are handled, meanwhile, facilitate the coordinate for consulting measuring point, to realize pinpoint, is conducive to promote karst cave treatment and tracking
The construction effect of slip casting.
Preferably, the drilling hole between two coordinate points is being made by the method that bracing wire and tape measure measure in step 1)
Position.
By using above-mentioned technical proposal, the hole location that drills is measured by bracing wire and tape measure, to ensure mini-valve tube installation position
That sets is accurate, is reinforced to the solution cavity intensity of generation, eliminates solution cavity.
Preferably, in step 5), ground around the aperture of drilling is to pouring into C15 microlith coagulation between below ground
Soil carries out drilling sealing.
By using above-mentioned technical proposal, the coarse aggregate that C15 pea gravel concreten uses is microlith, partial size 5-10mm, with
By reducing the partial size of concrete medium stone, increases concrete density, reduces concrete general defect, to improve concrete
Intensity is better protected from slurries and flees hither and thither conducive to the reinforcing and elimination of solution cavity intensity.
Preferably, in step 6), when lower core pipe, first checks the situation of mini-valve tube, if causing blockages, Ying Jinhang is washed
Pipe.
By using above-mentioned technical proposal, mini-valve tube blocks the construction progress that will affect slip casting, and washing pipe can preferably send out
The slip casting effect for waving mini-valve tube, is conducive to sleeve valve barrel grouting.
Preferably, in step 6), using high pressure water to being cleaned in the hole of drilling before lower core pipe.
By using above-mentioned technical proposal, to reduce specific gravity of the inner hole deposition slag in slurries, when condensation to reduce slurries
Between, and then the construction progress of sleeve valve barrel grouting is accelerated, working efficiency improves.
Preferably, after step 8), when pressure rise, reaching grouting amount, core pipe is above proposed.
By using above-mentioned technical proposal, above proposing core pipe spreads slurries preferably in mini-valve tube, promotes mini-valve tube note
To the reinforcement effect of the soil body when slurry, soil body dense effect is more preferable.
Preferably, firmly uniform, quick in time when above proposing core pipe in step 9).
By using above-mentioned technical proposal, core pipe is above quickly firmly proposed uniformly, in time, so that expansion of the slurries in mini-valve tube
To the reinforcement effect of the soil body when it is more preferable to dissipate effect, and then promoting sleeve valve barrel grouting, soil body dense effect is more preferable.
Preferably, in step 1), before spudding in, keep drilling machine bottom smooth firm, using sash weight drill bit to drilling hole location
Verticality detected, the perpendicularity deviation of drilling is not more than 1%.
By using above-mentioned technical proposal, the measuring for verticality of drilling hole position is carried out before spudding in, to prevent collapse hole, meanwhile,
Ensure the accurate of mini-valve tube installation site, and then is conducive to the reinforcing of solution cavity intensity.
In conclusion the invention has the following advantages:
1, by the pre-buried mini-valve tube between room pile foundation cushion cap and diaphragm wall, and to diaphragm wall deformation, subway station route and room
Phenomena such as pile foundation cushion cap settles tightly is monitored, and the construction of tracking grouting is instructed according to monitoring result, is drawn with saving the later period
The processing time in hole and pre-buried mini-valve tube is reduced because the case where construction team's quality is not enough easy aggravation solution cavity further expansion goes out
It is existing；
2, when solution cavity phenomenon occurring or room pile foundation cushion cap tilts, the slip casting between room pile foundation cushion cap and diaphragm wall, with
Barricade is formed, the purpose of soil mass crack between closely knit room pile foundation cushion cap and diaphragm wall is played, and then reaches and reinforces solution cavity, eliminate
The purpose of solution cavity,
3, the barricade that sleeve valve barrel grouting is formed goes along with sb. to guard him room pile foundation cushion cap, to play the work of righting to inclined room pile foundation cushion cap
With the stability of enhancing room pile foundation cushion cap foundation is reduced because pile foundation cushion cap inclination in room keeps the soil body around diaphragm wall loose
And the case where causing foundation pit to collapse appearance.
Detailed description of the invention
Fig. 1 is the flow chart of a kind of karst cave treatment and tracking grouting construction method；
Fig. 2 is the floor map of mini-valve tube arrangement；
Fig. 3 is the diagrammatic cross-section of mini-valve tube arrangement.
In figure: 1, room pile foundation cushion cap；2, diaphragm wall；3, mini-valve tube.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
It referring to Figures 1 and 2, is a kind of karst cave treatment disclosed by the invention and tracking grouting construction method, including following step
It is rapid:
1) unwrapping wire positions: room pile foundation cushion cap 1 is cuboid-type, by total station measure room pile foundation cushion cap 1 and diaphragm wall 2 it
Between at a distance of two nearest coordinate points, the method measured by bracing wire and tape measure, between two coordinate points apart from room pile foundation
Plinth cushion cap 11m, diaphragm wall 21.5m position make drilling hole location, drilling hole location has circumferential direction several and along room pile foundation cushion cap 1
Interval setting, to go along with sb. to guard him room pile foundation cushion cap 1, the spacing between adjacent drilling hole location is 1m, marks hole location；
2) drill hole of drilling machine: keeping drilling machine bottom smooth firm, is detected using verticality of the sash weight drill bit to drilling hole location, makes hole
The deviation of the opposite sash weight drill bit in position is not more than 1%, and drilling machine is in place and drills；
3) it replaces sleeve shell material: using squash type slip casting machine, connected between slip casting machine and drilling by drilling rod, in slip casting machine pressure
Under effect, sleeve shell material is delivered to foot of hole using drilling rod, with mud in sleeve shell material displacement hole, mud is from ground aperture in hole
It cements out and the mud ditch for passing through hell is discharged to mud circulatory pool, until containing sleeve shell material in mud circulatory pool, stop setting
It changes；
4) pre-buried mini-valve tube 3: after the completion of sleeve shell material displacement, drilling rod is extracted out of drilling, is inserted into mini-valve tube 3, several mini-valve tubes 3
And even and be completely embedded, pour into clear water in pipe when pre-buried to overcome buoyancy, make mini-valve tube 3 under to drilling bottom hole and its center and
Drill center is overlapped；
5) drilling sealing: the ground around the aperture of drilling is to C15 pea gravel concreten is poured between below ground, to form envelope
Mouthful, to prevent slurries from fleeing hither and thither, at this point, 3 opening upwards of mini-valve tube；
6) core pipe under: when solution cavity phenomenon occurring or room pile foundation cushion cap 1 tilts, the seal rubber note of mini-valve tube 3 is first checked
The situation for starching head, pipeline, guarantees the quality of connection of each section pipeline；If mini-valve tube 3 blocks, should first carry out washing pipe, to keep away
The use for exempting to influence mini-valve tube 3, using high pressure water to cleaning in the hole of drilling, then passes through to be in the milk into mini-valve tube 3 and apply
Sheath body pressure break is carried out open loop by pressure, to enter for slurries layer open access, make core pipe transfer in mini-valve tube 3 and with brill
The bottom hole in hole contacts；
7) track: situations such as settling to the deformation of diaphragm wall 2, subway station route and room pile foundation cushion cap 1 is tightly monitored, according to
Monitoring result instructs slip casting；
8) slip casting: after monitoring situations such as deformation of diaphragm wall 2, subway station route and room pile foundation cushion cap 1 settle, slip casting is opened
Machine adds prepared slurries, and mini-valve tube 3 is made to use one-way valve tube slip casting, keeps grouting pressure 0.8-2.0MPa, injection rate
1-2L/min, pressure stabilizing 5min can terminate slip casting；
9) core pipe above mentions: in pressure rise, reaching grouting amount Shi Shangti slip casting core pipe, it is firmly uniform, fast in time above to propose core pipe
Speed, so that slurries are preferably spread in mini-valve tube 3, to the reinforcement effect of the soil body, the closely knit effect of the soil body when promoting 3 slip casting of mini-valve tube
Fruit is more preferable.
10) it cleans: cleaning the pipeline of slip casting machine, blender and mini-valve tube 3 in time after slip casting.
The present embodiment has the beneficial effect that
1, by mini-valve tube 3 pre-buried between room pile foundation cushion cap 1 and diaphragm wall 2, and to the deformation of diaphragm wall 2, subway station route
And room pile foundation cushion cap 1 settle phenomena such as tightly monitored, to instruct slip casting according to monitoring result, saved later period pilot hole with
The processing time of pre-buried mini-valve tube 3 is reduced because the case where construction team's quality is not enough easy aggravation solution cavity further expansion occurs；
2, when solution cavity phenomenon occurring or room pile foundation cushion cap 1 tilts, the slip casting between room pile foundation cushion cap 1 and diaphragm wall 2,
The sealing rubber ring casting head distending of mini-valve tube 3 at this time, slurries penetrate into stratum from the rubber ring of distending under pressure；When stopping
Only when slip casting, rubber ring closing, to prevent soil and underground water from inversely entering in Grouting Pipe, and then slurries and the soil body are sufficiently combined
The induration of higher-strength is formed, the soil strength after 3 slip casting of mini-valve tube is strengthened, pile foundation cushion cap 1 and diaphragm wall 2 in room
Between form barricade (see Fig. 3), play the purpose of soil mass crack between closely knit room pile foundation cushion cap 1 and diaphragm wall 2, enhance soil layer
Intensity, and then achieve the purpose that reinforce solution cavity, eliminate solution cavity；
3, barricade goes along with sb. to guard him room pile foundation cushion cap 1, to play the role of righting to inclined room pile foundation cushion cap 1, enhances room pile foundation
The stability on 1 basis of plinth cushion cap, reduce makes to lead to foundation pit due to the soil body around diaphragm wall 2 is loose because room pile foundation cushion cap 1 tilts
The case where collapsing appearance.
The embodiment of present embodiment is presently preferred embodiments of the present invention, not limits protection of the invention according to this
Range, therefore: the equivalence changes that all structures under this invention, shape, principle are done, should all be covered by protection scope of the present invention it
It is interior.
Claims (10)
1. a kind of karst cave treatment and tracking grouting construction method, it is characterized in that: the following steps are included:
1) unwrapping wire positions: measuring between the room pile foundation cushion cap (1) of cuboid-type and diaphragm wall (2) at a distance of two nearest coordinates
Point makes the drilling hole location between two coordinate points, makes hole location being provided at circumferentially spaced along room pile foundation cushion cap (1), marks hole
Position；
2) it drill hole of drilling machine: is drilled according to hole location；
3) it replaces sleeve shell material: using squash type slip casting machine, connected between slip casting machine and drilling by drilling rod, in slip casting machine pressure
Under effect, so that sleeve shell material, to drilling, is replaced the mud in hole through Drill-pipe conveyed, extract drilling rod；
4) pre-buried mini-valve tube (3): after extracting drilling rod, being immediately inserted into mini-valve tube (3), makes under mini-valve tube (3) to bottom hole and wherein
The heart is overlapped with drill center；
5) drilling sealing: the ground around the aperture of drilling is sealed between below ground, at this point, mini-valve tube (3) opening upwards；
6) core pipe under: when room pile foundation cushion cap (1) tilts or solution cavity phenomenon occurs, applied by being in the milk to mini-valve tube (3)
Sheath body pressure break is formed open loop by pressure, to enter ground layer open access for slurries, transfers core pipe to bottom hole；
7) it tracks: diaphragm wall (2) deformation, subway station route and room pile foundation cushion cap (1) sedimentation etc. is tightly monitored, according to
Monitoring result instructs slip casting；
8) it slip casting: after monitoring situations such as diaphragm wall (2) deformation, subway station route and room pile foundation cushion cap (1) settle, uses
Mini-valve tube (3) slip casting, keeps grouting pressure 0.8-2.0MPa, injection rate 1-2L/min, and pressure stabilizing 5min can terminate slip casting.
2. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: in step 8),
Mini-valve tube (3) uses one-way valve tube slip casting.
3. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: leading in step 1)
Total station is crossed to measure between room pile foundation cushion cap (1) and diaphragm wall (2) at a distance of two nearest coordinate points.
4. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: leading in step 1)
It crosses the method that bracing wire and tape measure measure and makes drilling hole location between two coordinate points.
5. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: in step 5),
Ground around the aperture of drilling carries out drilling sealing to C15 pea gravel concreten is poured between below ground.
6. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: in step 6),
The situation of mini-valve tube (3) is first checked when lower core pipe, if causing blockages, Ying Jinhang washes pipe.
7. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: in step 6),
Using high pressure water to being cleaned in the hole of drilling before lower core pipe.
8. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: after step 8),
When pressure rise, reaching grouting amount, core pipe is above proposed.
9. a kind of karst cave treatment according to claim 8 and tracking grouting construction method, it is characterized in that: when above proposing core pipe,
It is firmly uniform, quick in time.
10. a kind of karst cave treatment according to claim 1 and tracking grouting construction method, it is characterized in that: in step 1),
Before spudding in, keep drilling machine bottom smooth firm, detected using verticality of the sash weight drill bit to drilling hole location, drilling it is vertical
It spends deviation and is not more than 1%.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811575600.5A CN109667276A (en) | 2018-12-22 | 2018-12-22 | A kind of karst cave treatment and tracking grouting construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811575600.5A CN109667276A (en) | 2018-12-22 | 2018-12-22 | A kind of karst cave treatment and tracking grouting construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111236921A (en) * | 2020-01-08 | 2020-06-05 | 中铁隧道集团二处有限公司 | Monitoring system and method for reinforcement process of rotary grouting |
| CN111962542A (en) * | 2020-08-18 | 2020-11-20 | 广州市市政工程机械施工有限公司 | Pre-grouting protection method for subway-involved pile foundation construction and application thereof |
| CN112746618A (en) * | 2020-12-29 | 2021-05-04 | 上海建工七建集团有限公司 | Construction method suitable for oblique tracking grouting of natural foundation |
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| CN114293807A (en) * | 2021-12-30 | 2022-04-08 | 中铁十四局集团有限公司 | Leakage stopping method for basement concrete dynamic cracks |
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Application publication date: 20190423 |