CN105887886A - Strong karst development stratum curtain grouting construction method - Google Patents
Strong karst development stratum curtain grouting construction method Download PDFInfo
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- CN105887886A CN105887886A CN201610434986.2A CN201610434986A CN105887886A CN 105887886 A CN105887886 A CN 105887886A CN 201610434986 A CN201610434986 A CN 201610434986A CN 105887886 A CN105887886 A CN 105887886A
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Abstract
The invention belongs to the field of water and hydropower construction projects and particularly relates to a strong karst development stratum curtain grouting construction method. According to the construction method, the high pressure washing replacement technological innovation technology is adopted in the construction process, the technical problem of pore-forming of deep-layer karst development stratum curtain grouting is solved, and the project can be implemented smoothly; according to different geological conditions, various blending agents and chemical treatment agents are blended into cement grout so that the viscosity, shear force and plastic molding parameters of the grout can be adjusted, certain pouring measures and means are taken, and thus the injection volume and diffusance of the grout are controlled; the optimal grouting effect can be achieved, and unnecessary losses of the grout can be reduced.
Description
Technical field
The invention belongs to WR and hydropower construction engineering field, particularly relate to a kind of strong karsts developing area stratum Curtain Grouting Construction method.
Background technology
China started to build dam in karst area from the seventies, built the big problem of Facing Hydraulic Project two in karst area,
One be select to be suitable for, efficiently, investigation way accurately, to find out karst engineering geological condition；Two is to select warp according to condition
Ji rationally, ground and the based process method of technical feasibility.Owing to the solubility of the particularity-carbonate of Karst Geological Landscape is caused
Solution cavity, the Buried Pipeline Network Systems of molten collapse body and complexity, survey the difficulty of work, funds and cycle with not only increasing, more increase
The difficulty of big basement process and complexity, karst strata is processed have employing to replace, be in the milk, beat bored concrete pile, rotary churning pile,
The methods such as steel-pipe pile.
Strong karsts developing area stratum refers to the rock stratum that major fault, cavern are grown under normal circumstances, be in strong corrosion section
Grouting construction occurs the no pressure rock stratum without large seepage phenomenons such as overfalls.On this stratum Curtain Grouting Construction be primarily present with
Lower construction technology difficult point: (1) is big due to grouting works amount, and the grouting material of consumption is many, construction complexity, construction lasts the longest,
Therefore, the cost of curtain is high.(2) during the Curtain Grouting Construction on strong karsts developing area stratum, injection rate is big, and hole section fills often again,
Grouting lasts length, uses bore hole-top-enclosed grouting method to construct.The major defect of bore hole-top-enclosed grouting method is when irrigating underflow
Between long time, grout pipe is easily clogged by cement in hole.Particularly when irrigating deep hole, grout pipe is the longest, and in hole, slurries glue
Thick, careless slightly, grout pipe it is possible to by grout cures casting extremely, causes hole event.(3) warp during strong karst curtain drilling construction
Being commonly encountered full-filling type solution cavity, charges are yellow mud sand.When shallow-layer meets full-filling type solution cavity, it is possible to use big flow water to rush
Advance and rinse, outside being portalled in abrasive band most in hole, thus reach the purpose of pore-forming.When deep layer, because the proportion of sand
Greatly, when using big flow water to be rinsed, outside can only being portalled in minimal amount of abrasive band by the water flow pressure of pump output, substantial amounts of sand
Remain in hole, thus the sand in trip-out metapore collapse cannot pore-forming.And when carrying out deep layer full-filling solution cavity section and creeping into, because of
Water pressure of cooling water is little, and rig is when down creeping into, and the silt particle in hole can enter in drilling rod, blocks drilling rod, causes cooling down water
Cannot circulate, the phenomenon of the burning of bits occurs.(4) geological condition of karst area is changeable, the most often meets during grouting construction
To solution cavity, corrosion fissure, in work progress mainly show as boring time there is brill, creep in drilling depth quickening, collapse hole,
Leak, water burst and occur that injection rate greatly and is repeatedly answered filling and is still unable to reach the anomalies such as ending standard during grouting.
Application for a patent for invention Publication No. CN 103485345 discloses a kind of cover layer aperture and closes high pressure Curtain Grouting Construction side
Method, it comprises the following steps: (1) non-grout compartment is constructed；(2) grout compartment pore-creating；(3) grout compartment length divides；(4) grouting
Pressure determines；(5) grouting method determines.The present invention uses sleeve pipe follow-up to non-grout compartment, slurry strengthened wall pore-creating, it is possible to greatly
Ground improves penetration rate and becomes porosity, solves the pore-forming difficult problem on deep covering layer stratum；Use high at deep covering layer
Grouting pressure, grouting injection rate substantially increases, and dilation angle increases, and grouting effect is good；Aperture is used to close curtain in cover layer
Curtain grouting construction engineering method, grouting quality is guaranteed, and has substantially solved " holding tube " drilling accident often occurred in filling process,
Improve efficiency of construction.This patent only illustrates the pore-forming of cover layer high pressure grout curtain, grouting method, without reference to processing brill
The karst treatment that hole runs into, does not has and for the concrete grouting treatment method of different types of karst yet.
Summary of the invention
Not enough for prior art, the present invention provides a kind of strong karsts developing area stratum Curtain Grouting Construction method, and it includes following step
Rapid:
(1) pore-forming
When running into filling-type Karst cave or corrosion fissure in filling process, filled by associating high pressure water washing displacement pore-forming or employing
Stock pump injects cooling water and holes, and backfills the cement mortar of 1.5g/cm3 after going out；
(2) grouting segment length is divided
The a length of 5m of grout compartment, during rock crushing hole wall shakiness, grouting segment length foreshortens to 2～3m, and xoncrete structure contacts with basement rock
The grout compartment segment length at place is 2m；
(3) controlled grouting pressure
With aperture overfall pressure as standard, Stress control is 3.0～5.0MPa；
(4) grouting method is determined
Taking " aperture is closed, stages cycle from top to bottom " grouting method, it comprises the following steps:
1) grouting uses high-pressure grouting pump, supports the use with grouting automatic recording instrument；
2) cement mortar is than level by dilute to dense, converts step by step, and water is 3:1,2:1,1:1,0.8:1 and 0.5:1 five with ash mass ratio
Ratio level, the water carrying out being in the milk is 3:1 with gray scale.
Further, the step of the associating high pressure water washing displacement hole creating technology described in step (1) is: adjacent holes is all got into
The same elevation of solution cavity section, holes carries out high pressure water washing process simultaneously, makes holes gang up, and the sand content in water to be returned is few, nothing
Terminate during mud；Take out the drilling rod in a hole, the aperture in another hole is closed, with two grouting pumps simultaneously to there being drilling rod
Hole in carry out high pressure water washing, the Stress control of described water under high pressure is gone out in 3.0MPa, the hole silt particle never drilling rod.
Further, step (4) is described determines that grouting method, filling-type Karst cave or corrosion fissure grouting method are as follows:
(1) open filling by the cement mortar that water and gray scale are 3:1, control according to the value of display on the Pressure gauge of grouting pipe-line control valve
System, during the ratio level that reaches of slurries conversion big slurry filling, flow more than 30L/min or injects drying loss amount more than 500kg/m,
Use cement to irrigate with flyash mixed serum, and process by following measures:
1) on the Pressure gauge of grouting pipe-line control valve, the big duty pressure of display declines 20%, irrigates l hour, if pressure or injection rate
Unchanged, then reduce the 20% of current pressure, after irrigating l hour, if pressure or injection rate are unchanged, 8h to be coagulated；After solidifying
Multiple fill, pressure after multiple filling or injection rate with treat solidifying before close, i.e. use instead treat solidifying before cement and the perfusion of flyash mixed serum；
Pressure after multiple filling or injection rate with treat solidifying before compared with change, then use the water of 3:1 and the grout pouring of gray scale, between pressing
Boost every 0.5MPa classification；Implement the pressure after multiple filling and be less than 1Mpa, then use cement mortar to mix sand perfusion, until grouting pressure reaches
Coagulate to waiting the most afterwards, time 8h to be coagulated；
2) grouting pipe-line control valve Pressure gauge on display big duty pressure decline 20%, irrigate l hour, occur pressure rising or
Injection rate has the situation of reduction, continues perfusion, until terminating, it is to avoid wait to coagulate.
Further, step (4) is described determines grouting method, as follows without filling or half packed type corrosion fissure grouting method:
(1) if not returning slurry during grouting and corrosion fissure is big, grout pouring is used；If not returning slurry and corrosion fissure hour, use
Sand perfusion mixed by cement mortar, until overfall and pressure >=1Mpa, the time to be coagulated is not less than 8h；
(2) if returning slurry and pressure >=1Mpa, overfall occurring, beneficially fully circulates in hole, open filling and use water and gray scale to be 3:1
Cement mortar, carry out slurries according to code requirement and be converted into the slurries bigger than level, when injection rate more than 30L/min or unit note
Enter drying loss amount to irrigate with flyash mixed serum more than 500kg/m, employing cement, first after perfusion 7.5～10t dry ash amounts, treat
The solidifying time is not less than 8h；
(3) multiple after solidifying filling, using water and gray scale is the cement mortar of 3:1, when pressure and injection rate occur with treat solidifying before close,
I.e. use instead and wait that the cement before coagulating irrigates with flyash mixed serum, after irrigating dry ash amount 7.5～l0t in the case of overfall occurs, press
Following methods admixture waterglass perfusion and time to be coagulated are not less than 8h:
1) grout injection and waterglass mixed serum；
2) the separately perfusion of waterglass and cement mortar, first perfusion 200L waterglass, the Reperfu-sion cement mortar 400L than level 0.5:1 are used；
(4) in filling process, in the case of pressure raises, boost by 0.5Mpa classification.
Further, step (4) is described determines grouting method, and the grouting method without filling or half filling-type Karst cave is as follows:
(1) solution cavity is little, falls and bores below 0.5m, uses cement mortar to mix sand, uses aperture to add sand, mix sand amount by the 50% of cement amount,
70%, l00% perfusion, uses following methods to process after overfall to appear:
1) after there is overfall, using cement to irrigate with flyash mixed serum, after dry ash amount reaches 7.5～10t, admixture waterglass fills
Note, the time to be coagulated was not less than 8 hours；
2) multiple after solidifying filling, using water and gray scale is 3:1 cement mortar, pressure and injection rate occur with treat solidifying before close, i.e. use instead
Treat the grout pouring of solidifying front water and gray scale；When overfall occurs, with dry ash amount 7.5～10t admixture waterglass perfusion, treat solidifying being not less than
8 hours；
(2) solution cavity is big, falls and bores more than 0.5m, expands aperture, backfill self-compacting concrete or flowing concrete, or uses broken
The exchange backfill of stone and concrete, backfill saturated after, then be irrigated, use cement mortar or cement to mix slurry with flyash.
Further, described cement and flyash mixed serum, water: concrete and coal ash=0.5:1～0.7:1；Flyash mixed
Amount is the 20%～30% of cement weight；Sand mixed by cement mortar, mix sand amount generally by the 10% of cement amount, 20%, 30%, 40%,
50%, 70% or 100%.
Compared with prior art, the beneficial effects of the present invention is:
Construction method of the present invention, uses the innovative technology such as " high pressure washing replacement technique ", " sand return technology " in construction, solves
Determine the hole creating technology difficult problem of Infra-karst development stratum grout curtain, made engineering to implement smoothly；According to different geological conditions,
Regulate the viscosity of slurries, shearing force and flow parameter by filling various admixture and chemical treatments in cement mortar, add
With certain perfusion measure and means, thus control injection rate and the diffusance of slurries, optimal grouting effect can not only be reached,
Also the loss that slurries are unnecessary can be reduced.
Detailed description of the invention
In order to make the purpose of the present invention, technical scheme and advantage clearer, below in conjunction with embodiment, the present invention is entered
Row further describes.Should be appreciated that specific embodiment described herein, only in order to explain the present invention, is not used to
Limit the present invention.
The Specific construction technological process of pass reservoir is as follows
1, overall construction technology process
The grout curtain of strong karsts developing area stratum uses aperture to close, and circulates, packer grouting from top to bottom, every construction cell in hole
The interior overall construction technology process that is in the milk is constructed according to the sequence of first downstream row → upstream row → intermediate row, with the interior adjacent first sequence of row
Can construct after having constructed postorder hole in hole.Operational procedure: cleaning job site → measurement discharge hole position → operation platform is installed and tests
Receipts (domatic) → rig alignment leveling anchors → lifts hole drilling → installation and lifts deformation observing device (and test) → pilot hole → I
Sequence hole construction → II sequence hole construction → III sequence hole construct → check hole construction.
2, single hole construction technology process
Rig centring hole position → leveling fixes that rig → first paragraph pore-creating → gaging hole is deep, hole deviation → lower disabler → hole flushing → setting-out
→ grouting → lower orifice tube, 72h to be coagulated → second segment pore-creating → gaging hole is deep, hole deviation → hole flushing → setting-out → grouting →... the 5th section
Pore-creating → odd number section deviational survey →... complete opening examination → setting-out → hole section grouting at end → machinery sealing of hole → artificial sealing of hole.
3, Mortar mix proportion
3.1, the water of cement mortar and gray scale use five ratio levels of 3:1,2:1,1:1,0.8:1,0.5:1, open and fill the water using 3:1
Grout pouring with gray scale；
3.2, need to add supplementary cementitious material, additive etc. in grouting slurries, grouting slurries are tests determined, use and coordinate
Weight ratio is as follows:
Water: concrete and coal ash=0.5:1～0.7:1；
Doping quantity of fly ash is the 20%～30% of cement weight；
Bentonite volume is the 1% of cement weight, and plasticiser volume is the 1.0～1.2% of cement weight；
Cement paste is prepared according to water burst traffic conditions in crack size and hole.
4, grouting segment length and pressure
Grouting segment length is generally 5m, and during rock crushing hole wall shakiness, grouting segment length foreshortens to 2～3m, xoncrete structure and base
The grout compartment segment length of rock contact position is 2m.
With aperture overfall pressure as standard, Stress control is 3.0～5.0MPa.
5, ending standard
5.1, under design pressure, when grouting injection rate is not more than 1.0L/min, Continuous Perfusion 60min.
5.2, when grout curtain hole at end section permeability rate is more than 100kg/m more than the permeability rate standard or unit injection rate designing requirement,
Boring should continue to deepen, and deepens segment length 5m every time, at most deepens 3 sections, counts 15m.
6, abnormal type of karst or the grout construction method of karst abnormal hole section
Following type of karst or a karst abnormal hole section is mainly had: (1), filling-type Karst cave when strong karsts developing area stratum grout curtain
Or corrosion fissure；(2), without filling or half packed type corrosion fissure；(3), without filling or half filling-type Karst cave；(4), collapse hole
Or water burst.
6.1, described filling-type Karst cave or corrosion fissure grouting method are as follows:
(1) grout pouring of water and the gray scale filling employing 3:1 is opened, according to the value of display on the Pressure gauge of grouting pipe-line control valve
Being controlled, during the ratio level that reaches of slurries conversion big slurry filling, flow more than 30L/min or injects drying loss amount and exceedes
500kg/m, uses the mixed serum perfusion of cement and flyash, and processes by following measures:
1) on the Pressure gauge of grouting pipe-line control valve, the big duty pressure of display declines 20%, irrigates l hour, if pressure or injection rate
Unchanged, then reduce the 20% of current pressure, after irrigating l hour, if pressure or injection rate are unchanged, 8h to be coagulated；After solidifying
Multiple fill, pressure after multiple filling or injection rate with treat solidifying before close, i.e. use instead treat solidifying before cement and the perfusion of flyash mixed serum；
Pressure after multiple filling or injection rate with treat solidifying before compared with change, then use the water of 3:1 and the grout pouring of gray scale, between pressing
Boost every 0.5MPa classification；Implement the pressure after multiple filling and be less than 1Mpa, then use cement mortar to mix sand perfusion, until grouting pressure reaches
Coagulate to waiting the most afterwards, time 8h to be coagulated；
2) grouting pipe-line control valve Pressure gauge on display big duty pressure decline 20%, irrigate l hour, occur pressure rising or
Injection rate changes, and continues perfusion, until terminating, it is to avoid wait to coagulate.
6.2, described as follows without filling or half packed type corrosion fissure grouting method:
(1) if not returning slurry during grouting and corrosion fissure is big, grout pouring is used；If not returning slurry and corrosion fissure hour, use
Sand perfusion mixed by cement mortar, until overfall and pressure >=1Mpa, the time to be coagulated is not less than 8h；
(2) if returning slurry and pressure >=1Mpa, overfall occurring, beneficially fully circulates in hole, be the cement of 3:1 by water and gray scale
Filling opened by slurry, carries out slurries according to code requirement and is converted into the slurries bigger than level, when injection rate injects more than 30L/min or unit
Drying loss amount, more than 500kg/m, uses cement to irrigate with flyash mixed serum, first after perfusion 7.5～10t dry ash amounts, waits to coagulate
Time is not less than 8h；
(3) multiple after solidifying filling, using water and gray scale is the cement mortar of 3:1, when pressure and injection rate occur with treat solidifying before close,
I.e. use instead and wait that the cement before coagulating irrigates with flyash mixed serum, after irrigating dry ash amount 7.5～l0t in the case of overfall occurs, press
Following methods admixture waterglass perfusion and time to be coagulated are not less than 8h:
1) grout injection and waterglass mixed serum；
2) the separately perfusion of waterglass and cement mortar, first perfusion 200L waterglass, the Reperfu-sion cement mortar 400L than level 0.5:1 are used；
(4) in filling process, in the case of having pressure to raise, boost by 0.5Mpa classification.
6.3, the described grouting method without filling or half filling-type Karst cave is as follows:
(1) solution cavity is little, falls and bores below 0.5m, uses cement mortar to mix sand, uses aperture to add sand, mix sand amount by the 50% of cement amount,
70%, l00% perfusion, uses following methods to process after overfall to appear:
1) after there is overfall, using cement to irrigate with flyash mixed serum, after dry ash amount reaches 7.5～10t, admixture waterglass fills
Note, the time to be coagulated was not less than 8 hours；
2) multiple after solidifying filling, using water and gray scale is 3:1 cement mortar, pressure and injection rate occur with treat solidifying before close, i.e. use instead
Treat the grout pouring of solidifying front water and gray scale；When overfall occurs, with dry ash amount 7.5～10t admixture waterglass perfusion, treat solidifying being not less than
8 hours；
(2) solution cavity is big, falls and bores more than 0.5m, expands aperture, backfill self-compacting concrete or flowing concrete, or uses broken
The exchange backfill of stone and concrete, backfill saturated after, then be irrigated, use cement mortar or cement to mix slurry with flyash.
6.4, collapse hole, the construction method of water burst hole section are met
(1) collapse hole
If collapse hole section soft stratum (such as clay etc.), broken rock, segment length's perfusion should be shortened according to actual conditions.
If collapse hole section layer of sand, segment length should be determined according to collapse hole situation and sand layer thickness, usually 2m, use clear water to rinse,
Until using neat slurry perfusion after returning water cleaning, it is to avoid be fed into cement mortar.
(2) water burst hole section
1) there iing the hole section of water burst, needing before grouting to survey note water burst pressure and flow, by taking shortening segment length, strengthening grouting pressure
Power, pure pressure type perfusion, pvc pipe replace penetrate slurry tail pipe under hand-hole section perfusion, admixture accelerator, extend continue grouting time and
The control measure such as time to be coagulated guarantee the construction quality effect of this type of grout hole.
2), in filling process, a concentration of slurry is measured every 10～15min.When finding that overfall thickens, slurry should be strengthened
The frequency of liquid Concentration Testing, and form record.When overfall thickens, newly starching that grouting should use that identical water and gray scale be instead fills
Note, if DeGrain, continuity perfusion 30min, i.e. stops grouting.
3) grouting pressure is improved；Improve ending standard, it is necessary to carry out screen slurry more than 4 hours, to check water burst；Water burst does not stops
Time only, use and close the means of supplementing out economy starched as screen slurry, close to starch and treat solidifying 24～48 hours.
6.5, work progress keeps the continuity of grouting, it is to avoid arbitrarily interrupt, once interrupt, grouting will be recovered in time,
Pass Base of Dam of Reservoir belongs to typical karst landform, is holed and Electromagnetic CT by adit excavation, seepage proof curtain pilot hole
The means such as detection are verified stratum, seepage prevention of dam founda line position karst and are extremely grown, and wherein right bank and riverbed line rate of karstification are up to respectively
20.90% and 31.32%, and based on silty clay filling.Wherein: the ∈ 3m stratum of river-bed section is grown, mainly the most
Distribution elevation is 470～380m, and distributed depth reaches more than 100 meter, and based on less than 3m highly.Right bank grows multiple solution cavities
Or solution cavity group, maximum cavity volume is more than 40,000 m3.Pass reservoir arranges seepage proof curtain at left and right banks three layers grouting adit,
The long 1383m of antiseepage curtain body, quantities is 150,000 m, maximum grouting pressure 3.5MPa, maximum hole depth 201.37m.Xiushan Mountain mountain pass
Mouth reservoir engineering uses above-mentioned construction method, makes engineering possess water storage condition on schedule, through financial cost computational analysis, fall
Low engineering cost 10,000,000 yuan, shortens 8 months completions time of project, remarkable in economical benefits.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all spirit in the present invention and
Any amendment, equivalent and the improvement etc. made within principle, should be included within the scope of the present invention.
Claims (6)
1. a strong karsts developing area stratum Curtain Grouting Construction method, it comprises the following steps:
(1) pore-forming
When running into filling-type Karst cave or corrosion fissure in filling process, filled by associating high pressure water washing displacement pore-forming or employing
Stock pump injects cooling water and holes, and backfills 1.5g/cm after going out3Cement mortar；
(2) grouting segment length is divided
The a length of 5m of grout compartment, during rock crushing hole wall shakiness, grouting segment length foreshortens to 2～3m, and xoncrete structure contacts with basement rock
The grout compartment segment length at place is 2m；
(3) controlled grouting pressure
With aperture overfall pressure as standard, Stress control is 3.0～5.0MPa；
(4) grouting method is determined
Taking " aperture is closed, stages cycle from top to bottom " grouting method, it comprises the following steps:
1) grouting uses high-pressure grouting pump, supports the use with grouting automatic recording instrument；
2) cement mortar is than level by dilute to dense, converts step by step, and water is 3:1,2:1,1:1,0.8:1 and 0.5:1 five with ash mass ratio
Ratio level, opens filling and uses water and gray scale to be the cement mortar of 3:1.
2. according to construction method described in claim 1, it is characterised in that the associating high pressure water washing described in step (1) is replaced as
The step of hole technology is: adjacent holes is all got into the same elevation of solution cavity section, and holes carries out high pressure water washing process simultaneously, makes
Holes is ganged up, few wait the sand content returned in water, without mud time terminate；Take out the drilling rod in a hole, the aperture in another hole is entered
Row is closed, and with two grouting pumps simultaneously to carrying out high pressure water washing in having the hole of drilling rod, the Stress control of described water under high pressure exists
3.0MPa, goes out in the hole silt particle never drilling rod.
3. according to construction method described in claim 1, it is characterised in that step (4) is described determines grouting method, and packed type is molten
Hole or corrosion fissure grouting method are as follows:
(1) open filling by the cement mortar that water and gray scale are 3:1, control according to the value of display on the Pressure gauge of grouting pipe-line control valve
System, during the ratio level that reaches of slurries conversion big slurry filling, flow more than 30L/min or injects drying loss amount more than 500kg/m,
Use cement to irrigate with flyash mixed serum, and process by following measures:
1) on the Pressure gauge of grouting pipe-line control valve, the big duty pressure of display declines 20%, irrigates l hour, if pressure or injection rate
Unchanged, then reduce the 20% of current pressure, after irrigating l hour, if pressure or injection rate are unchanged, 8h to be coagulated；After solidifying
Multiple fill, pressure after multiple filling or injection rate with treat solidifying before close, i.e. use instead treat solidifying before cement and the perfusion of flyash mixed serum；
Pressure after multiple filling or injection rate with treat solidifying before compared with change, then use the water of 3:1 and the grout pouring of gray scale, between pressing
Boost every 0.5MPa classification；Implement the pressure after multiple filling and be less than 1Mpa, then use cement mortar to mix sand perfusion, until grouting pressure reaches
Coagulate to waiting the most afterwards, time 8h to be coagulated；
2) grouting pipe-line control valve Pressure gauge on display big duty pressure decline 20%, irrigate l hour, occur pressure rising or
Injection rate has the situation of reduction, continues perfusion, until terminating, it is to avoid wait to coagulate.
4. according to construction method described in claim 1, it is characterised in that step (4) is described determines grouting method, without filling or
Half packed type corrosion fissure grouting method is as follows:
(1) if not returning slurry during grouting and corrosion fissure is big, grout pouring is used；If not returning slurry and corrosion fissure hour, use
Sand perfusion mixed by cement mortar, until overfall and pressure >=1Mpa, the time to be coagulated is not less than 8h；
(2) if returning slurry and pressure >=1Mpa, overfall occurring, beneficially fully circulate in hole, open filling and use water and gray scale to be 3:
The cement mortar of 1, carries out slurries according to code requirement and is converted into the slurries bigger than level, when injection rate is more than 30L/min or unit
Inject drying loss amount to irrigate with flyash mixed serum more than 500kg/m, employing cement, first after perfusion 7.5～10t dry ash amounts,
Time to be coagulated is not less than 8h；
(3) multiple after solidifying filling, using water and gray scale is the cement mortar of 3:1, when pressure and injection rate occur with treat solidifying before close,
I.e. use instead and wait that the cement before coagulating irrigates with flyash mixed serum, after irrigating dry ash amount 7.5～l0t in the case of overfall occurs, press
Following methods admixture waterglass perfusion and time to be coagulated are not less than 8h:
1) grout injection and waterglass mixed serum；
2) the separately perfusion of waterglass and cement mortar, first perfusion 200L waterglass, the Reperfu-sion cement mortar 400L than level 0.5:1 are used；
(4) in filling process, in the case of pressure raises, boost by 0.5Mpa classification.
5. according to construction method described in claim 1, it is characterised in that step (4) is described determines grouting method, without filling or
The grouting method of half filling-type Karst cave is as follows:
(1) solution cavity is little, falls and bores below 0.5m, uses cement mortar to mix sand, uses aperture to add sand, mix sand amount by the 50% of cement amount,
70%, l00% perfusion, uses following methods to process after overfall to appear:
1) after there is overfall, using cement to irrigate with flyash mixed serum, after dry ash amount reaches 7.5～10t, admixture waterglass fills
Note, the time to be coagulated was not less than 8 hours；
2) multiple after solidifying filling, using water and gray scale is 3:1 cement mortar, pressure and injection rate occur with treat solidifying before close, i.e. use instead
Treat the grout pouring of solidifying front water and gray scale；When overfall occurs, with dry ash amount 7.5～10t admixture waterglass perfusion, treat solidifying being not less than
8 hours；
(2) solution cavity is big, falls and bores more than 0.5m, expands aperture, backfill self-compacting concrete or flowing concrete, or uses broken
The exchange backfill of stone and concrete, backfill saturated after, then be irrigated, use cement mortar or cement to mix slurry with flyash.
6. according to construction method described in any one of claim 3-5, it is characterised in that described cement and flyash mixed serum,
Water: concrete and coal ash=0.5:1～0.7:1；Doping quantity of fly ash is the 20%～30% of cement weight；Sand mixed by cement mortar, mixes
Sand amount generally presses the 10% of cement amount, 20%, 30%, 40%, 50%, 70% or 100%.
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| CN107151956A (en) * | 2016-11-24 | 2017-09-12 | 中铁第四勘察设计院集团有限公司 | It is a kind of to there is pressure to return the grouting method that slurry reinforces covered karst embankment |
| CN107387116A (en) * | 2017-09-11 | 2017-11-24 | 中国矿业大学 | A kind of latent shale filling karst of tunnel floor, which changes, fills out Treatment Methods |
| CN108729438A (en) * | 2018-05-28 | 2018-11-02 | 湖南宏禹工程集团有限公司 | A kind of administering method in karst area channel |
| CN109183823A (en) * | 2018-09-18 | 2019-01-11 | 贵州省水利水电勘测设计研究院 | The dynamic design approach of curtain lower limit and device |
| CN109930606A (en) * | 2019-03-08 | 2019-06-25 | 中国水电建设集团十五工程局有限公司 | Fast blockage impervious grouting construction method |
| CN110083868A (en) * | 2019-03-26 | 2019-08-02 | 雅砻江流域水电开发有限公司 | A kind of Curtain Grouting " overfall thickens " the hole section cement amount of pouring into metering method |
| CN111648353A (en) * | 2020-06-10 | 2020-09-11 | 深圳市市政工程总公司 | Construction method of rotary excavating cast-in-place pile in karst area based on BIM three-dimensional geological model |
| CN113152412A (en) * | 2021-04-30 | 2021-07-23 | 中国葛洲坝集团第一工程有限公司 | Foundation pit slope karst seepage-proofing reinforcing treatment method |
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| CN109183823A (en) * | 2018-09-18 | 2019-01-11 | 贵州省水利水电勘测设计研究院 | The dynamic design approach of curtain lower limit and device |
| CN109930606A (en) * | 2019-03-08 | 2019-06-25 | 中国水电建设集团十五工程局有限公司 | Fast blockage impervious grouting construction method |
| CN110083868A (en) * | 2019-03-26 | 2019-08-02 | 雅砻江流域水电开发有限公司 | A kind of Curtain Grouting " overfall thickens " the hole section cement amount of pouring into metering method |
| CN110083868B (en) * | 2019-03-26 | 2023-05-26 | 雅砻江流域水电开发有限公司 | Cement filling quantity measuring method for slurry returning and concentration changing hole section of curtain grouting engineering |
| CN111648353A (en) * | 2020-06-10 | 2020-09-11 | 深圳市市政工程总公司 | Construction method of rotary excavating cast-in-place pile in karst area based on BIM three-dimensional geological model |
| CN113152412A (en) * | 2021-04-30 | 2021-07-23 | 中国葛洲坝集团第一工程有限公司 | Foundation pit slope karst seepage-proofing reinforcing treatment method |
| CN115162340A (en) * | 2022-02-22 | 2022-10-11 | 中国水利水电建设工程咨询贵阳有限公司 | Karst area reservoir curtain grouting construction method |
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