CN107178077A - Overburden layer grouting and reinforcing structure and its design method on a kind of karst area solution cavity - Google Patents
Overburden layer grouting and reinforcing structure and its design method on a kind of karst area solution cavity Download PDFInfo
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- CN107178077A CN107178077A CN201610135208.3A CN201610135208A CN107178077A CN 107178077 A CN107178077 A CN 107178077A CN 201610135208 A CN201610135208 A CN 201610135208A CN 107178077 A CN107178077 A CN 107178077A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides overburden layer grouting and reinforcing structure and its design method on a kind of karst area solution cavity, include limestone, solution cavity, consolidation grouting layer, dust soil, silty clay and Roadbed Soil successively from down to up.The consolidation grouting layer needs to use grouting equipment, and from drilling, into dust soil, grouting reinforcement is formed, and thickness is generally 5~8m.It is described consolidation grouting layer it is consistent with solution cavity actual distribution length, width by roadbed bottom width calculating, and add up collapse influence width.Overburden layer grouting and reinforcing structure on karst area solution cavity of the present invention, mainly there is 3 advantages, and one is discharge moisture, soil layer near Upper Plate of Karst Cave is risen to by soft-plastic state it is plastic to hard plastic state, so as to improve antiscour erosiveness；Two be to improve antiseepage outlet capacity, so as to slow down WATER LEVEL CHANGES speed；Three be by forming the slurry network of vein come the compacted neighbouring soil body, so as to improve soil body modulus, reduce Poisson's ratio, improving Upper Plate of Karst Cave force-bearing situation.
Description
Technical field
Skill is handled the present invention relates to overburden layer on the foundation consolidating technology in ground field, more particularly to karst area solution cavity
Art.
Background technology
Conventional karst ground treatment technology is directed to reinforcing solution cavity, mainly includes explosion backfill, filling, strong rammer, slip casting etc.
Measure, but be all only applicable to solution cavity and bury shallower situation.Run into and bury deeper solution cavity, according to the side of drillhole blasting
Formula, although Upper Plate of Karst Cave can be blown, but upper overburden layer collapses and is easy to bury explosion mouthful therewith again.Even if success explosion,
But it is relatively deep due to burying, backfilled according to artificial or mechanical mode, there is also larger risk.According to strong rammer
Mode, it is also helpless for this deep solution cavity because effective compacted depth is limited.Mode according to slip casting fills solution cavity,
Due to these solution cavities often mutual UNICOM, slip casting is gone down again as underground water is lost in everywhere, expends excessive material, and effect is quite not yet
Unanimously, hundreds and thousands of tons of cement mortars of injection do not reach the quite a few of requirement still and seen.
And recent studies have shown that, what buried solution cavity occurred collapses, and the soil layer mostly triggered with artificial pumping collapses relevant.It is deep
Burying means to be rich in artesian groundwater, under the immersion of underground water, bedrock surface（Upper Plate of Karst Cave）Neighbouring soil layer will in it is plastic even
Soft-plastic state, deformation can be triggered once disturbance.It is lost in due to artificial pumping's level of ground water rapid decrease, and in solution cavity, it is molten
Erosion is collapsed overburden layer therewith on hole.Therefore, the best mode of buried solution cavity is handled, neither explosion is backfilled, nor strong rammer
Slip casting.Overburden layer is prevented by water erosion in the reduction groundwater level fluctuation it is important that limitation is drawn water, and reinforcing solution cavity.Consider
Actual conditions, limitation, which is drawn water, to be not easy to realize, based on considerations above, is highly desirable to propose a kind of new karst ground treatment
Technology, is directed to reinforcing overburden layer on solution cavity, and then improves stability, and reduction is collapsed.
The content of the invention
The problem of existing karst area foundation treatment technology is difficult to handle buried solution cavity is directed to, the invention provides one kind
Overburden layer grouting and reinforcing structure design and computational methods on the solution cavity of karst area.To reach above-mentioned purpose, the present invention is using as follows
Technical scheme：Overburden layer grouting and reinforcing structure on a kind of karst area solution cavity, includes limestone, solution cavity, consolidation successively from down to up
Grouting layer, dust soil, silty clay and Roadbed Soil, consolidation grouting layer need to use grouting equipment, from drilling into dust soil
Grouting reinforcement is formed, and thickness is generally 5~8m.
Consolidate grouting layer it is consistent with solution cavity actual distribution length, width by roadbed bottom width calculating, and add up collapse shadow
Ring width d.
Drilling depth is divided into two kinds of vertical core and inclined hole to interface of stone and earth above 2m, and vertical core is still used in the range of roadbed
Mode, outside rat holing at roadbed toe, angle of inclination by collapsing the factors such as influence width, slip casting diffusion breadth, and according to
Corresponding design method is calculated.
To reach above-mentioned purpose, set present invention also offers overburden layer grouting and reinforcing structure on a kind of karst area solution cavity
Meter method, comprises the following steps：
1）Calculating collapses influence width d：
Assuming that it is d to collapse influence width, following parameter is introduced：
H -- solution cavity overlying soil thickness, unit is m；
α -- collapse angle, unit for °；
Obviously there are d=Hcot α,
2）Calculate inclination angle beta：
The drilling（13）Depth is divided into two kinds of vertical core and inclined hole to interface of stone and earth above 2m, is still used in the range of roadbed
Outside rat holing at the mode of vertical core, embankment toe, inclination angle beta is carried out by influence width d, slip casting diffusion breadth w etc. is collapsed
Calculating is obtained；
To calculate the bore inclining angle beta at embankment toe, following parameter is first introduced：
H -- drilling depth, unit is m, is started at from ground；
W -- slip casting diffusion breadth is m；
Obviously there is bore inclining angle,
To sum up, the inclination angle beta drilled at embankment toe can be calculated as the following formula：
Drilling depth h should be to interface of stone and earth above 2m, i.e.,：
h=H-2
Overlying soil is so consolidated into by an artificial top plate by the method for slip casting, compound top is collectively forming with Upper Plate of Karst Cave
Plate, so as to improve solution cavity bearing capacity；
Dust soil（17）And silty clay（18）It is typical solution cavity earthing, it is contemplated that dust soil（17）And silty clay（18）'s
Soil property feature, collapses angle α and is taken as 45 °, slip casting diffusion breadth w is taken as 5m, to sum up, by the bore inclining angle beta at embankment toe
Computational methods are simplified as：
。
Generally, corrosion fissure is more developed on the bedrock surface of karst area, in this case, upper overburden layer, especially
It is that near bedrock surface, easily being declined by ground sweat and level of ground water is influenceed erosion to form soil cave, it is necessary to using note
The method formation water proof bonding course of slurry, consolidated thickness is generally 5~8m.
The advantage of the invention is that：
Overburden layer grouting and reinforcing structure is particularly suitable for use in buried solution cavity on the so-called karst area solution cavity of the present invention, buried often to mean
Additional stress suffered by Upper Plate of Karst Cave smaller, while also imply that on solution cavity that overburden layer is rich in underground water, by influence on groundwater, this
The upper overburden layer of type solution cavity is often more weak, is collapsed once level of ground water is widely varied to be likely to occur.
And overburden layer on solution cavity is reinforced, mainly there are 3 advantages, one is discharge moisture, by soil layer near Upper Plate of Karst Cave by soft
Modeling state rise to it is plastic to hard plastic state, so as to improve antiscour erosiveness；Two be to improve antiseepage outlet capacity, so as to slow down
WATER LEVEL CHANGES speed；Three be by forming the slurry network of vein come the compacted neighbouring soil body, so as to improve soil body modulus, reduce Poisson
Than improving Upper Plate of Karst Cave force-bearing situation.
Brief description of the drawings
Fig. 1 is overburden layer grouting and reinforcing structure design principle figure on solution cavity of the present invention.
Fig. 2 is the floral tube structural representation of grouting equipment used herein.
Fig. 3 is construction equipment scheme of installation used herein.
Reference：1st, pulp-inlet pipe；2nd, return pipe；3rd, floral tube；4th, pressure gauge；5th, slurry-inlet valve door；6th, overfall valve；7th, flower
Tube valve；8th, fabric；9th, soil is padded；10th, Hua Kong；11st, adhesive tape；12nd, roadbed；13rd, drill；14th, limestone；15th, solution cavity；16th, consolidate
Grouting layer；17th, dust soil；18th, silty clay；19th, Roadbed Soil；20th, interface of stone and earth；21st, imaginary Collapse Pit；22nd, collapse
Influence line.
Embodiment
The embodiment that the invention will now be described in detail with reference to the accompanying drawings：
As shown in figure 1, overburden layer grouting and reinforcing structure on a kind of karst area solution cavity, include limestone 14 respectively from down to up, molten
Hole 15, consolidation grouting layer 16, dust soil 17, silty clay 18 and Roadbed Soil 19.Consolidation grouting layer 16 needs to use slip casting to set
Standby, from drilling 13, into dust soil 17, grouting reinforcement is formed, and thickness is generally 5~8m.
Consolidate grouting layer 16 it is consistent with the actual distribution length of solution cavity 15, width by roadbed bottom width calculating, and add up collapse
Fall into influence width d.13 depth of the drilling are divided into two kinds of vertical core and inclined hole, roadbed scope to the 2m of interface of stone and earth more than 20
Inside still by the way of vertical core, outside rat holing at embankment toe, inclination angle beta is by collapsing influence width d, slip casting diffusion breadth
W etc. is calculated.
The design method of overburden layer grouting and reinforcing structure, comprises the following steps on a kind of karst area solution cavity：
1）Calculating collapses influence width d：
Assuming that it is d to collapse influence width, following parameter is introduced：
H -- solution cavity overlying soil thickness, unit is m；
α -- collapse angle, unit for °；
Obviously there are d=Hcot α,
2）Calculate inclination angle beta：
The drilling（13）Depth is divided into two kinds of vertical core and inclined hole to interface of stone and earth above 2m, is still used in the range of roadbed
Outside rat holing at the mode of vertical core, embankment toe, inclination angle beta is carried out by influence width d, slip casting diffusion breadth w etc. is collapsed
Calculating is obtained；
To calculate the bore inclining angle beta at embankment toe, following parameter is first introduced：
H -- drilling depth, unit is m, is started at from ground；
W -- slip casting diffusion breadth is m；
Obviously there is bore inclining angle,
To sum up, the inclination angle beta drilled at embankment toe can be calculated as the following formula：
Drilling depth h should be to interface of stone and earth above 2m, i.e.,：
h=H-2
Overlying soil is so consolidated into by an artificial top plate by the method for slip casting, compound top is collectively forming with Upper Plate of Karst Cave
Plate, so as to improve solution cavity bearing capacity；
Dust soil（17）And silty clay（18）It is typical solution cavity earthing, it is contemplated that dust soil（17）And silty clay（18）'s
Soil property feature, collapses angle α and is taken as 45 °, slip casting diffusion breadth w is taken as 5m, to sum up, by the bore inclining angle beta at embankment toe
Computational methods are simplified as：
。
As shown in Figures 2 and 3, a kind of grouting equipment for overburden layer grouting and reinforcing on the solution cavity of karst area, including pulp-inlet pipe 1,
Return pipe 2, floral tube 3, pressure gauge 4 and hole sealing device.
Pulp-inlet pipe 1 is provided with valve 7 provided with slurry-inlet valve door 5, return pipe 2 provided with overfall valve 6, floral tube 3.
The lowest accuracy of pressure gauge 4 can reach 0.01MPa, and maximum range can reach 2MPa.
The bottom of floral tube 3 is provided with colored hole 10, and the outside of flower hole 10 should wind adhesive tape 11 in advance.Adhesive tape 11 can be in drilling 13
Keep complete without being punctured by boring mud during laying floral tube 3.
Top 0.5~the 1.5m of protruded length of floral tube 3, to connect the portions such as pulp-inlet pipe 1, return pipe 2, pressure gauge 4, valve
Part.Hole sealing device is layered tamping and formed by fabric 8, pad soil 9.
Fabric 8, pad soil 9 must possess certain hole, can turn into exhaust passage, only starch and more than gas.
Overburden layer construction method for grouting reinforcement, comprises the following steps on the solution cavity of karst area：
S1）Grouting Pipe is installed
Drilling is finished, and is checked 13 depth of drilling, is laid floral tube 3 again in the case where confirming no collapse hole, otherwise, should use rig
Borehole cleaning is in place.Have little time slip casting after some pore-formings of drilling 13, usually place even several days one day, if during which running into drop again
Rain, the possibility of collapse hole is just very big.Therefore, lay floral tube 3 before should all check drilling 13 depth, in order to avoid slip casting less than
Position.
The bottom of floral tube 3 is provided with colored hole 13, and the outside of flower hole 13 should wind adhesive tape 11 in advance, in order to avoid the quilt during placement
Boring mud blocks.And during slurries are injected, adhesive tape 11 will come off in the presence of slurries, make to spend the insertion of hole 10, can't
Influence slip casting.
Traditional hydraulic pressure, air pressure stop grouting plug are only used in complete rock stratum, and stopping slurry effect for loose soil bed not very manages
Think.So proposing layering tamping fabric 8, the method for pad soil 9, although simple, but do not lose effectively.Further, since fabric 8, pad soil 9
Certain hole is constantly present, exhaust passage can be turned into, only starched and more than gas, so that the bubble preferably in discharge cement mortar,
Further improve grouting quality.
S2）Slip casting
After pulp-inlet pipe 1, return pipe 2, floral tube 3 are all installed, overfall valve 6 is closed, and opens floral tube valve 7 successively, enter
Slurry valve 5, you can start slip casting.Pressure gauge 4 is installed in aperture, to control whole note condition.It should note constantly during slip casting
Pressure is starched, if more than 0.35MPa, overfall valve 6 should being opened in time and is offloaded within 0.25MPa, in case pressure is excessive to cause road
Base arches upward cracking.
S3）Note eventually
Generally, can be using following note condition eventually：
Continuous 3 grouting pressures are opened overfall valve 6 more than 0.35MPa and are offloaded to after 0.25MPa again, and overfall amount is very big,
Grout absorption is also reduced accordingly, can be considered the whole note condition of satisfaction.
, can be using following note condition eventually if also installing flowmeter on pulp-inlet pipe 1 as further preferred：
A, whole injection pressure power reach 0.25~0.35MPa, and midge amount is not more than 40L/min, maintains 30min.
B, single hole grouting amount reach 3m3, and grout absorption is when significantly reducing.
Floral tube 3 should be extracted after the completion of slip casting immediately, is solidified to prevent slurries in floral tube 3.Extract after floral tube 3, rinse in time
Floral tube 3, keep cleaning, it is unobstructed.The hole left after pipe is extracted, should be in time with cement mortar or C15 concrete sealing of holes.Cementer
Work must be carried out continuously, if interrupting for some reason, should recover slip casting early, otherwise should wash boring 13 immediately, then recover slip casting.
S4）Drill through the treating method of Upper Plate of Karst Cave
If disclosing Cave through Upper Plate of Karst Cave in boring procedure, the technical measures of following " being starched after first sand " can be taken：
A, weight is hung with lifting rope, then its free end is fixed near drilling, lifting rope length is preferably longer than drilling depth 2 meters,
Lifting rope should be as far as possible solid, it is ensured that weight, which is tightened, to be hung up properly, while weight diameter is no more than 30mm.
B, suspension weight end are put into drilling, weight is substantially rested on foot of hole aperture location and is retightened
Lifting rope.Shaking lifting rope makes weight move back and forth, and weight for confirmation, which has been tightened, to be hung up properly, and will not be dropped easily.
C, into drilling sand is filled until foot of hole orifice position, determination methods are whether the weight of lifting rope suspension is covered by sand
Bury, can be lifted easily.
D, taking-up lifting rope, then take 0.1MPa grouting pressure slip casting into drilling, are subsequently adjusted according to injection speed
Grouting pressure size.If solution cavity volume is excessive can to mix the materials such as sand, silt, flyash into slurries.
Listed above is only the specific embodiment of the present invention.Obviously, structure design and computational methods of the invention
Above example is not limited to, there can also be many deformations.One of ordinary skill in the art can be straight from present disclosure
Export or all deformations associated are connect, protection scope of the present invention is considered as.
Claims (5)
1. overburden layer grouting and reinforcing structure on a kind of karst area solution cavity, it is characterised in that：Include limestone successively from down to up
（14）, solution cavity（15）, consolidation grouting layer（16）, dust soil（17）, silty clay（18）And Roadbed Soil（19）, the consolidation note
Pulp layer（16）Using grouting equipment, by drilling（13）To dust soil（17）Middle grouting reinforcement is formed.
2. overburden layer grouting and reinforcing structure on a kind of karst area solution cavity according to claim 1, it is characterised in that：It is described
Consolidate grouting layer（16）Thickness is 5~8m.
3. overburden layer grouting and reinforcing structure on a kind of karst area solution cavity according to claim 1, it is characterised in that：It is described
Consolidate grouting layer（16）Length and solution cavity（15）Actual distribution length is consistent, and width presses roadbed（12）Bottom width is calculated, and is tired out
Plus imaginary Collapse Pit（21）Collapse influence width.
4. overburden layer grouting and reinforcing structure on a kind of karst area solution cavity according to claim 1, it is characterised in that：It is described
Drilling（13）Depth is to interface of stone and earth（20）Above 2m, and it is divided into two kinds of vertical core and inclined hole, roadbed（12）In the range of still use
The mode of vertical core, roadbed（12）Outside rat holing at toe, angle of inclination by collapse influence width, slip casting diffusion breadth etc. because
Element, and calculated according to corresponding design method.
5. the design method of overburden layer grouting and reinforcing structure on a kind of karst area solution cavity according to claim 1, it is special
Levy and be, comprise the following steps：
1）Calculating collapses influence width d：
Assuming that it is d to collapse influence width, following parameter is introduced：
H -- solution cavity overlying soil thickness, unit is m；
α -- collapse angle, unit for °；
Obviously there are d=Hcot α,
2）Calculate inclination angle beta：
The drilling（13）Depth is divided into two kinds of vertical core and inclined hole to interface of stone and earth above 2m, still using vertical core in the range of roadbed
Outside rat holing at mode, embankment toe, inclination angle beta is calculated by influence width d, slip casting diffusion breadth w etc. is collapsed；
To calculate the bore inclining angle beta at embankment toe, following parameter is first introduced：
H -- drilling depth, unit is m, is started at from ground；
W -- slip casting diffusion breadth is m；
Obviously there is bore inclining angle,
To sum up, the inclination angle beta drilled at embankment toe can be calculated as the following formula：
Drilling depth h should be to interface of stone and earth above 2m, i.e.,：
h=H-2
Overlying soil is so consolidated into by an artificial top plate by the method for slip casting, compound top is collectively forming with Upper Plate of Karst Cave
Plate, so as to improve solution cavity bearing capacity；
Dust soil（17）And silty clay（18）It is typical solution cavity earthing, it is contemplated that dust soil（17）And silty clay（18）'s
Soil property feature, collapses angle α and is taken as 45 °, slip casting diffusion breadth w is taken as 5m, to sum up, by the bore inclining angle beta at embankment toe
Computational methods are simplified as：
。
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|---|---|---|---|
| CN201610135208.3A CN107178077B (en) | 2016-03-10 | 2016-03-10 | karst area karst cave overburden grouting reinforcement structure and design method thereof |
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| CN201610135208.3A CN107178077B (en) | 2016-03-10 | 2016-03-10 | karst area karst cave overburden grouting reinforcement structure and design method thereof |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108842754A (en) * | 2018-07-05 | 2018-11-20 | 浙江科技学院 | Rich in the grouting strengthening method and device in flowing underground water gravel boulder bed |
| CN111305027A (en) * | 2020-03-04 | 2020-06-19 | 桂林电子科技大学 | Rapid repairing construction method and repairing structure for subsidence of karst area pavement |
| CN111393102A (en) * | 2020-03-24 | 2020-07-10 | 王新文 | Grouting material for reinforcing silty cohesive soil karst caves, preparation method and application thereof |
| CN111501424A (en) * | 2020-05-08 | 2020-08-07 | 中铁二院工程集团有限责任公司 | Comprehensive treatment method for subgrade karst collapse |
| CN112626950A (en) * | 2020-11-24 | 2021-04-09 | 山东省交通规划设计院有限公司 | Treatment method for karst roadbed by combining soil arch effect |
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| US5256004A (en) * | 1990-07-31 | 1993-10-26 | Fondazioni Speciali, S.R.L. | Method of forming consolidated earth columns by injection and the relevant plant and column |
| CN102071607A (en) * | 2011-01-26 | 2011-05-25 | 北京中铁瑞威基础工程有限公司 | Railroad bed repair method without affecting existing running conditions |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108842754A (en) * | 2018-07-05 | 2018-11-20 | 浙江科技学院 | Rich in the grouting strengthening method and device in flowing underground water gravel boulder bed |
| CN111305027A (en) * | 2020-03-04 | 2020-06-19 | 桂林电子科技大学 | Rapid repairing construction method and repairing structure for subsidence of karst area pavement |
| CN111393102A (en) * | 2020-03-24 | 2020-07-10 | 王新文 | Grouting material for reinforcing silty cohesive soil karst caves, preparation method and application thereof |
| CN111501424A (en) * | 2020-05-08 | 2020-08-07 | 中铁二院工程集团有限责任公司 | Comprehensive treatment method for subgrade karst collapse |
| CN112626950A (en) * | 2020-11-24 | 2021-04-09 | 山东省交通规划设计院有限公司 | Treatment method for karst roadbed by combining soil arch effect |
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| CN107178077B (en) | 2019-12-10 |
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