CN107268647A - Impervious wall construction method under big flow high flow rate river channels at the underground river of underground - Google Patents
Impervious wall construction method under big flow high flow rate river channels at the underground river of underground Download PDFInfo
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- CN107268647A CN107268647A CN201710520392.8A CN201710520392A CN107268647A CN 107268647 A CN107268647 A CN 107268647A CN 201710520392 A CN201710520392 A CN 201710520392A CN 107268647 A CN107268647 A CN 107268647A
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- underground river
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
Abstract
Include the invention discloses the impervious wall construction method at underground underground river under a kind of big flow high flow rate river channels：The large-scale solution cavity or underground underground river that there are big flow high flow rate river channels to karst area carry out closure processing using cut-pff wall；The shape and span on large-scale solution cavity or underground underground river are determined according to the leakage scenarios of impervious wall construction；According to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides at the underground river of underground set the wall that blocks water that shape matches respectively with span and underground underground river respectively；Wall is blocked water by the dynamic water blocking of cut-pff wall axis both sides at the underground river of underground by twice, to form the cavity for being in relative hydrostatic state between blocking water wall in twice；Boreholing for cutoff wall is carried out in cavity, to form cut-pff wall.The method for blocking of the present invention, can make to be formed relative hydrostatic state at the underground river of underground, by underground underground river block it is watertight, plugging effect is significantly, and cheap, improves efficiency of construction.
Description
Technical field
The present invention relates to underground underground river under Hydraulic and Hydro-Power Engineering field, more particularly to a kind of big flow high flow rate river channels
The impervious wall construction method at place.
Background technology
China can lava account for 1/3rd of national area, the seepage of retaining and diversion works, it is prone to seepage
Karstification rock stratum is then to the problem of hydraulic engineering brings complexity is built, along with further speeding up for China's modernization, water
Sharp hydropower industry rises the development trend for having become current China, and the important symbol prosperous as national prosperity is weighed.
Along with the upsurge of water resources and hydropower construction, the item such as large hydropower station and Large Hydro-Junction engineering and dangerously weak reseroirs
Purpose is built to become increasingly conspicuous with preventing and treating, foundation anti-seepage problem.Current China karst area is built and in the part water conservancy and hydropower built
Engineering brings huge economic loss because of the long-term seepage of underground water, and the moment injures the safety of engineering.In underground leakage envelope
In stifled construction, design waterproofing, theory of investment and plugging effect are always a global problem.
Conventional processing scheme is usually grouting material filling, such as built on stilts stratum, solution cavity, molten chamber especially in special formation
And roomy fissure zone effect is significant.But, under big flow, high flow rate river channels, using the method for prior art, use
Grouting material be easy to be diluted or washed away by current, waste huge, and can not be by big flow, the underground of high flow rate river channels
The blocking in flowing water of big leakage at underground river it is watertight, effect is extremely undesirable.
This time closure is blocked up using form sack grouting, cement-silicate two-shot grouting with the composite technology that cut-pff wall is combined
Leakage, stifled watertight of the big leakage water seal in underground underground river achieves complete success, therefore, this paper emphasis is to form sack grouting, cement
Water-glass double-liquid grouting technique has carried out the experimental study of system, and describes the application feelings in underground underground river closure processing
Condition.
The content of the invention
The purpose of the present invention is exactly that there is provided a kind of big flow high flow rate is dynamic in order to overcome the problem of above-mentioned prior art is present
Impervious wall construction method under water condition at the underground river of underground, can make to form relative hydrostatic state at the underground river of underground, by underground underground river
What is blocked is watertight, and plugging effect is notable, and cheap, improves efficiency of construction.
In order to realize under the above-mentioned purpose of the present invention, the big flow high flow rate river channels that the present invention is provided at the underground river of underground
Impervious wall construction method include：
Impervious wall construction is carried out to the karst area with big flow high flow rate river channels；
The shape and span on karst area underground underground river are determined according to the leakage scenarios of impervious wall construction；
According to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides at the underground river of underground set shape respectively
The wall that blocks water that shape matches respectively with span and underground underground river；
Block water wall by the dynamic water blocking of cut-pff wall axis both sides at the underground river of underground by twice, so as to twice block water wall it
Between form the cavity for being in relative hydrostatic state；
Boreholing for cutoff wall is carried out in cavity, to form cut-pff wall.
Wherein, according to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides difference at the underground river of underground
The wall that blocks water for setting shape to match respectively with span and underground underground river, including：
According to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides at the underground river of underground set mould respectively
Bag grout hole；
By support tube, it will be located under mould bag in form sack grouting hole；
By support tube, the cement injection slurries into mould bag；
After after the cement grout solidification of perfusion in all moulds bag, blocking water positioned at the cut-pff wall axis both sides respectively is formed
Wall.
Wherein, by support tube, include being located under mould bag in form sack grouting hole：
By the support tube from top to bottom through mould bag inner chamber；
Before dividing into, the upper shed of mould bag and under shed are sealed and fixed respectively according to the depth on the underground underground river
On the support tube, to form the slurries bag container being looped around outside support tube；
Using the support tube as support, it will be placed under slurries bag container in the form sack grouting hole.
Wherein, it is below ground elevation to underground underground river bottom at 1m, so as to described that the support tube, which divides into height,
Bottom of the tube is supported to consolidate.
It is preferred that, the part being located in the slurries bag container of the support tube is from top to bottom arranged at intervals multiple grouting
Hole.
It is preferred that, the grout hole of the support tube is in prevent cement grout from blocking quincunx.
Further, in addition to according to the leakage scenarios of impervious wall construction, it is determined that above the underground underground river with
The situation of the mesh of side or the corrosion leakage passage of stratiform.
Further, block water after wall described in formed, according to the situation of the corrosion leakage passage of determination, to described molten
Lose the double slurries of cement injection waterglass in leakage passage, during ensuring to carrying out impervious wall construction in the cavity, the cavity
In relative hydrostatic state.
Wherein, before the mould bag is transferred, grouting test need to be carried out to mould bag, to determine the parameter of mould bag and grouting.
It is preferred that, into mould bag during cement injection slurries, initial grouting pressure is less than or equal to 0.5MPa, normal perfusion pressure
Power is less than or equal to 0.2MPa, injects flow 10L/min-20L/min, for preventing injection pressure excessive, causes the mould bag
There is spillage accident.
Compared with prior art, the impervious wall construction side under big flow high flow rate river channels of the invention at the underground river of underground
Method has the advantages that：
1st, method of the invention, cut-pff wall both sides respectively form one at the underground river of underground under big flow, high flow rate river channels
Road blocks water wall so that twice block water and form the cavity for being in relative hydrostatic state between wall, and construction forms cut-pff wall in cavity,
So that watertight by what is blocked at the underground river of underground, plugging effect is notable, and cheap, improves efficiency of construction.
2nd, method of the invention, is blocked water under large span, superaltitude intracavitary river channels using the formation of form sack grouting technique
Wall breaches the theory directly blocked using grouting material in conventional blocking technology to form the thought of relative hydrostatic state,
Solve that in the prior art a large amount of grouting need to be expended during the underground river of underground under grouting material closure big flow, high flow rate river channels
The problem of material could block underground underground river and not good plugging effect, and huge economic loss can be reduced, improve engineering construction
Security.
3rd, method of the invention, in being blocked on underground underground river by form sack grouting technique, cement-silicate biliquid sizing process with
Cut-pff wall technique carries out integrated use, maximizes favourable factors and minimizes unfavourable ones, reaches optimal plugging effect.
4th, method of the invention, is formd suitable for underground underground river, large-scale corrosion passage and big fissure zone plugging construction skill
The new concept of art, with huge reference and promotional value.
Brief description of the drawings
Fig. 1 is to carry out antiseepage to underground underground river under certain karst area big flow high flow rate river channels using the inventive method
Underground underground river flow section and corrosion passage distribution map that wall is obtained when constructing；
Fig. 2 is to certain karst area underground underground river form sack grouting, dual slurry arrangement of boring holes figure using the inventive method；
Fig. 3 is the stream of the impervious wall construction method at the underground river of underground under the big flow high flow rate river channels that provide of the present invention
Cheng Tu.
Embodiment
As shown in figure 3, the impervious wall construction under the big flow high flow rate river channels provided for the present invention at the underground river of underground
The flow chart of method, as seen from the figure, method of the invention include：
Impervious wall construction is carried out to the karst area with big flow high flow rate river channels；
The shape and span on karst area underground underground river are determined according to the leakage scenarios of impervious wall construction；
According to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides at the underground river of underground set shape respectively
The wall that blocks water that shape matches respectively with span and underground underground river；
Block water wall by the dynamic water blocking of cut-pff wall axis both sides at the underground river of underground by twice, so as to twice block water wall it
Between form the cavity for being in relative hydrostatic state；
Boreholing for cutoff wall is carried out in cavity, to form cut-pff wall.
It should be noted that the dynamic water of the present invention, refers to big flow, the water of high flow rate flowing, in relative hydrostatic state
Water be for big flow, the dynamic water of high flow rate, i.e. the flow velocity of the water in relative hydrostatic state is very small or does not flow
It is dynamic.
Specifically, the method for the present invention comprises the following steps：
S01, to big flow high flow rate river channels karst area carry out impervious wall construction
Impervious wall construction is carried out to the karst area with big flow high flow rate river channels, existing skill can be used during construction
The apparatus and method for of art.
S02, the shape and span for determining according to the leakage scenarios of impervious wall construction karst area underground underground river
During impervious wall construction, according to the serious collapse hole spillage of antiseepage wall chase section generation, fall in brill and river course
The water surface situation of change of breakthrough river leakage tailwater channel, and investigation and geological prospecting are combined, primarily determine that the big of underground underground river
Cause position.
Then, it is a large amount of mixed according to the frequent collapse hole, a large amount of spillages and the backfill that occur during groove section impervious wall construction
The solidifying soil situation without positive effect, definitely descends the shape and span information of the corrosion main channel on underground river, and located underground
The mesh or the corrosion leakage passage of stratiform being connected in underground river top and bottom certain limit and with underground underground river main channel
The relevant information such as shape, span, depth.
S03, basis have determined that the underground underground river of shape and span, and the cut-pff wall axis both sides at the underground river of underground are set respectively
Put the wall that blocks water that shape matches respectively with span and underground underground river
S31, the information according to the underground underground river for having determined that shape and span, it is determined that the cut-pff wall axis at the underground river of underground
The layout drawing in the form sack grouting hole of both sides, and according to layout drawing construction mold bag grout hole.
Wherein, row's form sack grouting hole is respectively arranged at the cut-pff wall axis both sides 3m at the underground river of underground, often arranges mould bag
The pitch of holes that grout hole is included between multiple grout holes, adjacent grout hole is 0.60m, and boring aperture is 150mm, and drilling depth can
Controlled according to 1m below the Bottom Altitude of underground underground river, i.e. 1m below grouting hole depth to underground underground river bottom.
According to the information in the form sack grouting hole of arrangement, using rig (such as M400 down-the-hole drills) pipe-following drilling, drilling
It is divided to the construction of the sequence of two row two, row is interior to encrypt by sequence, the preferential interior I sequences hole of side row of bordering on the river of constructing, then II sequences hole of constructing；Then river is carried on the back in construction
I sequences hole in the row of side, then II sequences hole of constructing.
The collapse hole occurred during drilling construction is recorded in detail, falls brill, water outlet and rate of penetration situation, according to record number
The actual conditions of this area's formation variation and the actual conditions of underground underground river shape and span are drawn out according to arranging, and according to reality
Situation carries out correction process to the information such as the underground underground river of above-mentioned determination and the shape of corrosion leakage passage and span, and with error correction
Data after processing are according to progress subsequent construction.
After the completion of two row's form sack grouting holes of the cut-pff wall axis both sides at S32, underground river located underground are constructed respectively, pass through
Multiple moulds bag, is located at down in corresponding form sack grouting hole by many support tubes successively respectively.
Wherein, before mould bag is divided into, the ground watch test before grouting construction need to be carried out to mould bag, to determine mould bag and grouting
Parameter.Divide into needs to carry out watch test in a series before mould bag, including：Mould bag bleeding rate；The ratio of mud after bleeding；The drawing of mould bag
Stretch intensity；The elongation percentage of mould bag；Sewing and colligation requirement；Mould bag unfoldable shape；Inject flow, the control of pressure；Mould bag is installed
And divide into requirement；Cement-silicate dual slurry setting time；28 days compression strength of cement-silicate dual slurry etc..Pass through every ground
Watch test, obtains form sack grouting and the every construction technical data of cement-silicate two-shot grouting closure processing and constructing operation difficult point
And require, the progress constructed in favor of next step.
The mould bag of the present invention uses the thin stock yarn of polypropylene fibre, and its plain weave density is big, thickness of thin, lightweight, intensity are high.In grouting pressure
Under power effect, the moisture in mould water-in-bag mud can be separated out in mould bag, and cement granules will not leak outside, and can so reduce water
Gray scale, improves consolidation strength, shortens consolidation time, and bleeding rate meets the requirements.
During making, mould bag is sewed in cylinder, a diameter of Φ 0.8m of bag, and cuff tightens up rear a diameter of 12cm up and down, a length of
1m.Because underground underground river height is high, in the cement injection slurries into mould bag, the side pressure that mould bag is subject to is larger, and especially pin is stitched
Place, is easiest to tear or opens, and causes mould bag spillage, therefore uses the double sewing of flanging during sewing mould bag, and sewing is used with line
Specification be 20S/3, its pulling force >=3.4kg.
Before mould bag is divided into, check that mould bag makes and whether meet cylinder sewing requirement, a diameter of Φ 0.8m of bag, up and down
Cuff tightens up rear diameter 12cm, long 1m；It need to check and the double sewing of flanging is used at pin seam, bundled with thin galvanized wire, galvanized wire twists angle
Degree is not more than 90 ° and is unable to segmental mold bag, can not be opened during to prevent grouting or only partially open mould bag, influence grouting effect.Under
If mould bag position constructed in strict accordance with by the actual body figure in detected underground underground river, including mould bag divides into length and depth
Degree, the installation site top and the bottom of mould bag will reserve sufficiently rich length.
Underground underground river cavity height is universal in more than 5m, and in big flow, the river channels of high flow rate, to prevent mould bag
It is washed away, offset or collapse, therefore using heavy wall geology steel tube as support tube, it is ensured that the wall of the wall that blocks water ultimately formed
Body steadiness and self structure rigidity.
Wherein, using Φ 50mm, wall thickness 4mm geology steel tube as support, auxiliary mould bag will mould bag under be located at mould bag filling
Starch in hole.When dividing into, geology steel tube is from top to bottom passed through to the depth on underground river under mould bag inner chamber, base area, on underground underground river
The upper shed and the advance colligation of under shed of mould bag are sealed and are fixedly secured on geology steel tube by top and bottom position, so as to shape
Into the slurries bag container being looped around outside support tube.Then, using geology steel tube as support tube, mould bag will be placed under slurries bag container
In grout hole.Geology steel tube divide into scope for 1m below ground elevation to underground underground river bottom (have contemplated that steel pipe is divided into during drilling,
1m below drilling underground underground river bottom), so that geology steel tube bottom is firm, and the bottom welding of geology steel tube is blocked, and steel pipe connects
Mouth uses welding manner, the Φ 8mm reinforcement weldings of interface 10cm length, to prevent from fractureing.
Wherein, the part being located in slurries bag container of geology steel tube of the invention (i.e. support tube), which is from top to bottom spaced, sets
Multiple grout holes for from geology steel tube center cement injection grouting liquid into slurries bag container are put, and grout hole is in plum blossom
Shape, to prevent during grout injection liquid, cement grout block grout hole.During design, between the adjacent grout hole on geology steel tube
3 grout holes of setting on 20cm, the section of each geology steel tube are divided into, the diameter of grout hole is not less than 1cm.
Because geology steel tube also serves as support tube and grout pipe, be easy to mould bag decentralization, and beneficial at the underground river of underground mould bag it is steady
Gu.
S33, by support tube, the cement injection slurries into mould bag.
The cement injection slurries into the cavity of support tube, and in order that mould bag can be instantaneously complete in cement injection slurries
Expansion, initial grouting pressure control is less than or equal to 0.5MPa, it is preferred that initial grouting pressure control is in 0.5MPa.Work as mould
After bag is fully deployed, into mould bag, the normal perfusion pressure of liquid filling cement grout is less than or equal to 0.2MPa, injection flow 10L/
Min-20L/min, often irrigates interval 30cm after 1t cement grouts, injection pressure is excessive or cement grout reclaimed water can not be arranged in time
Except that can cause in mould bag, side pressure is higher to produce spillage quality accident caused by spalling or off-line, and perfusion requires to keep after terminating
0.2MPa pressure screen starches 20min.
Wherein, the ratio of mud of cement grout is 0.5：1, cement uses common portland cement.
S34, after after the cement grout solidification of perfusion in all moulds bag, being formed respectively positioned at the cut-pff wall axis both sides
Block water wall.
After all moulds bag is located at down in corresponding form sack grouting hole simultaneously cement injection slurries respectively, treat that cement grout coagulates
Gu, finally cut-pff wall axis both sides form the wall that blocks water together respectively at the underground river of underground, and by the twice wall that blocks water that underground is dark
The dynamic water blocking of river cut-pff wall axis both sides.
S35, using into mould bag grouting formation block water after wall, according to netted or stratiform the corrosion leakage passage of determination
Situation, the double slurries of cement injection waterglass into corrosion leakage passage, to enter in the cavity between the wall that ensures to block water to twice
During row concrete construction, cavity is in relative hydrostatic state.
According to above-mentioned bore detecting result, at the top of the underground river of underground more than and the following certain limit in bottom in be mesh
Or the corrosion leakage passage of stratiform, it is connected with the corrosion main channel on underground underground river.To prevent contact site current scour, washing in a pan
Brush and plant equipment operation cause to have formed the destruction for the wall that blocks water to the disturbance on stratum, cause rock mass is secondary to collapse to form new
The quality accidents such as leakage passage, and consider a range of net in position bonding pad above and below the corrosion main channel of underground underground river
Poroid and stratiform crack leakage passage, in order to avoid the leakage of impervious wall construction process mud causes, slotted eye caves in and dynamic flowing water causes not
The quality accident of energy grooving, therefore cement-silicate dual slurry perfusion is carried out to the position, by netted or stratiform corrosion seepage
Channel blockage is lived, it is ensured that relative hydrostatic state is in the range of impervious wall construction, so as to thoroughly solve each of impervious wall construction
Item problem.
Wherein, filled at underground underground river position along one draining mud of each arrangement, waterglass biliquid at cut-pff wall axis both sides 3.5m
Hole is starched, pitch of holes is 3m, and boring aperture 150mm, drilling depth is 1m below mesh or stratiform fissure zone Bottom Altitude.
Wherein, the ratio of cement grout and waterglass in the double slurries of cement-silicate that the present invention is used is (0.5:1):
0.2, i.e. the ratio of mud of cement grout is 0.5:1, the volume ratio of cement grout and waterglass is 1：0.2.
Two-shot grouting equipment includes two slurry storage tanks, two grouting pumps, blenders and the auxiliary equipment such as pipeline of being in the milk.Biliquid
Grouting is in addition to grouting pump will meet grouting pressure and grouting flow, and the Stress control in the form and filling process of blender is
Two key factors of grouting, after the completion of drilling, are installed biliquid fork clip after dual slurry blender in sleeve bottom；During perfusion
Cement mortar grouting pump is first opened, it is rear to open water glass grout pump；At the end of first cut off the water glass grouting pump, after cut off the water mud grouting
Pump；Two-shot grouting equipment is that two grouting pumps irrigate two kinds of slurries simultaneously, is mixed by blender in aperture or hole.It was in the milk
The pressure of two pumps of strict control is needed in journey, improper to prevent Stress control, the slurries mixing caused not exclusively influences mixing slurry
The performance of liquid, and cause strictly to be controlled by defined grouting pressure in pipeline jam accident, therefore filling process, work as grouting
Pressure is risen to after 1Mpa, terminates grouting.
S04, the twice formed by form sack grouting block water wall by the corrosion main channel blocking on underground underground river, pass through perfusion double
Slurries are molten by the mesh being connected at the top of underground river located underground and in the certain limit of bottom and with corrosion main channel or stratiform
Leakage passage is lost to block, so that by the dynamic water blocking of the cut-pff wall axis both sides at the underground river of underground, the shape between twice block water wall
Into the cavity in relative hydrostatic state.
S05, Boreholing for cutoff wall is carried out in cavity, to form cut-pff wall
Because the twice wall that blocks water has blocked the dynamic water of cut-pff wall axis both sides, therefore the sky formed between twice block water wall
The water of intracavitary is in relative hydrostatic state, in this condition, and percussive drill pore-creating is used in cavity, until reaching default deep
Spend, then the casting concrete in the hole slot made, so as to form the antiseepage of ne-leakage at big flow, the underground underground river of high flow rate
Wall.
Wherein, the method that the process of progress pore-creating and casting concrete can use prior art in cavity is not right herein
Its process is described.
Below, to using the inventive method to underground underground river under the big flow high flow rate river channels of certain karst area at
Impervious wall construction method is specifically described.
The construction of the engineering is, in order to improve the Urban Water Ecological Environment of certain karst area, to be provided effectively for the urban development
Ensure, the emphasis of its river course Introduction of The Comprehensive Regulating Works is on the basis of the ecological flow that upstream power station is transferred, to pass through economical rationality
Engineering measure, solves nearly 3km river courses because multilayer glauberite has been formed many places solution cavity by river degradation for a long time and underground underground river is sealed
Stifled antiseepage problem.
Wherein, glauberite and calcic saltcake silty have certain solubility.It is in cellular, calcium after corrosion
Saltcake easy corrosion under the seepage effect of underground water, according to glauberite content how much, shape is also different after corrosion, glauberite stratification
Develop the easy corrosion of section and form ribbon cavity, glauberite is relatively developed and the easily corrosion of agensis section forms mottled or disseminated, office
Portion is in lenticular.
First, the deduction of underground underground river position is carried out.
During impervious wall construction, according to occur in cut-pff wall 14#~16# groove section work progress serious collapse hole spillage,
Fall the water surface situation of change of 1#, 2# breakthrough river leakage tailwater channel in brill and river course, and combine investigation and geological prospecting, rock
Overall 15~20 ° of the occurrence N20~30 ° W/NE ∠ of layer, intersect with river valley wide-angle, and the situation in slow downstream of inclining is coincide substantially, it is determined that
The approximate location on underground underground river passes through, mainly by weathering silty in cut-pff wall 14#~16# grooves section in the area without big tomography
Shale layer and soluble mirabilite ore rock stratum composition, glauberite dissolves and part between causing rock stratum by long-term current scour
Underground underground river formed by mud stone softening loss, and within the specific limits with mesh corrosion leakage passage.
It is then determined the shape and scope on underground underground river.
Frequent collapse hole, a large amount of spillages and a large amount of concrete of backfill occurred according to the position impervious wall construction are without substantially
The situation of effect, primarily determines that the general location of corrosion passage, is constructed by form sack grouting hole, has been verified according to drilling situation
The scope of 1#, 2# breakthrough corrosion main channel is in 14#~16# grooves section pile No. region, and strata condition is as follows：
1), in hole depth 8m~11.5m regions, locally there is phenomenon of coming to nothing during drilling, amplitude of coming to nothing is in 0.5m~1m；And have big
Amount underground water is under pneumatics percussion outside squit hole；
2), in hole depth 12.5m~17.5m regions, phenomenon of being come to nothing during drilling, scope of coming to nothing is in 3.5m~5m；
3), in hole depth 16.5m~17m regions (underground underground river bottom), there are incompact-deposit bodies；
4), 17m~28m has intermittence to come to nothing phenomenon, and scope of coming to nothing is 10cm~30cm；And have a large amount of underground water in sky
Press under percussion outside squit hole；
Therefore, 11.5m~18.5m scopes are judged substantially for underground underground river main channel, the wide 13.2m in underground underground river, mean height
4m, highest point can reach 5m, the corrosion at the top of the underground river of underground below above 4m and bottom in the range of 11m for mesh or stratiform
Leakage passage, is connected with underground underground river main channel.The shape on underground underground river is shown in accompanying drawing 1 with scope.
Then, it is determined that closure processing scheme.
Because geology is mainly made up of weathering silty shale layer and solubility calcium mirabilite ore rock stratum in this area, if logical
Cross cement injection or special slurry material does not obviously reach the effect of expected leak stopping, although vertical divider is carried out by cut-pff wall technique
Closure is feasible in theory, but to form underground continuous wall construction technique difficulty in the case of big flow high flow rate moves water
It is high, it is necessary to solve pore-creating grooving, pour the problem of building up wall, accordingly, it is determined that using the form sack grouting and cement-silicate of the present invention
The method that biliquid sizing process ancillary method carries out impervious wall construction, respectively sets at underground underground river position along cut-pff wall axis both sides 3m
Put the wall that blocks water together, the per pass wall that blocks water is made up of 24 Φ 0.8m form sack grouting Seed harvests.When all form sack grouting holes have been constructed
Bi Hou, ultimately forms the width about 0.8m wall that blocks water, and underground underground river cut-pff wall axis both sides are moved into water blocking.Then blocked water in twice
Tremie placing concrete is divided into by 15# slotted eyes in wall cavity, to prevent contact site current scour, scour and mechanically actuated
Cause to have been formed the destruction for the wall that blocks water to the disturbance on stratum, cause rock mass is secondary to collapse to form the quality such as new leakage passage peace
Full accident.Consider a range of mesh in position bonding pad and stratiform crack leakage passage above and below the main channel of underground underground river,
In order to avoid the leakage of impervious wall construction process mud causes, slotted eye caves in and dynamic flowing water causes the quality accident that is unable to grooving, therefore right
The position carries out cement-silicate dual slurry perfusion, it is ensured that relative hydrostatic state is in the range of impervious wall construction, so that thoroughly
Solve every problem of impervious wall construction.
It is determined that after closure scheme using the present invention, with carrying out form sack grouting and cement-silicate dual slurry watch test.
When form sack grouting is tested, supporting frame uses diameter 4cm, and wall thickness 3mm seamless steel pipe is set up, fastener connection.Form sack grouting is penetrated
Slurry pipe and concrete filled steel tubular member use diameter 5cm, and wall thickness 4mm geology steel tube, mould bag uses the thin stock yarn of polypropylene fibre, form sack grouting
Shi Caiyong 0.5：1 cement grout, passes through the sewing colligation requirement of verification experimental verification mould bag, side pressure ability, injection cement flow
Speed control, the cement grout presetting period and according to perfusion when mould bag bleeding quantity calculate mould water-in-bag mud volumetric efficiency, perfusion
Require to keep pressure screen slurry 20min after end.
By repeated tests, determine that the mould bag in form sack grouting uses the thin stock yarn of polypropylene fibre, its plain weave density is big, thickness
Thin, lightweight, intensity is high.Under grouting pressure effect, the moisture in mould water-in-bag mud can be separated out in bag, and cement granules
It will not leak outside, can so reduce the ratio of mud, improve consolidation strength, shorten consolidation time, pass through bleeding experimental study, bleeding
Rate the results are shown in Table 1 17% or so.
The mould of table 1 bag actual measurement bleeding rate parameter
Above-mentioned mould bag is sewn into cylinder using mould bag using the thin stock yarn of polypropylene fibre, a diameter of Φ 0.8m of mould bag, up and down cuff
Tighten up rear diameter 12cm, long 1m；Because underground underground river height is high, in perfusion, mould bag is larger by side pressure, especially at pin seam,
It is easiest to tear or opens, causes mould bag spillage, therefore sewing uses the double sewing of flanging, sewing uses specification with line for 20S/
3, its pulling force >=3.4kg；Mould bag is bundled when dividing into using thin galvanized wire, and galvanized wire twists angle and is not more than 90 ° and is unable to segmental mold
Bag, otherwise can not be open or partially open, and influence grouting effect.Using the material measured performance of mould bag made from the inventive method
Index is as shown in table 2 below.
The mould of table 2 bag material measured performance index
By experiment, the grouting pressure of mould bag and the control of flow velocity are determined.In order that mould bag can be instantaneously fully deployed, just
Beginning grouting pressure is controlled in 0.5MPa, normal perfusion, and grouting pressure is not more than 0.2MPa, injection flow 10L/min~20L/
Min, injection pressure crosses conference and causes the interior side pressure of mould bag is higher to produce spillage quality accident caused by spalling or off-line, perfusion knot
Require to keep pressure screen slurry 20min after beam.
Carry out form sack grouting experiment to determine after each parameter on mould bag, carry out cement-silicate dual slurry experiment.Experiment
Choose 0.5：1 and 1：1 two kinds of cement grouts, waterglass determines the body of cement, waterglass according to volume ratio 10%, 15%, 20%
Product usage ratio, by laboratory test, understands the setting time for grasping different grout coordinate ratios and erosion-resisting characteristics and diffusance, needs
The features such as being adapted to the quick-hardening of this engineering, anti-current scour and range of scatter.
Wherein, when adding waterglass in the cement grout of certain ratio of mud, during the condensation of initial cement-silicate slurries
Between be gradually shortened with the increase for adding waterglass amount, but after certain ratio is exceeded, setting times of slurries with
The increase of waterglass amount is added, is changed into and gradually lengthens, specific test data is as shown in table 3 below.
" cement+waterglass (volume ratio) " the dual slurry setting time of table 3 and compression strength (concentration of sodium silicate 35Be)
Pass through experiment, it is considered to setting time of double slurries when actual use, erosion-resisting characteristics, diffusance, need quick-hardening, it is anti-
The features such as current scour and range of scatter, it is determined that using the ratio of cement-silicate for (0.5:1):0.2.
After the relevant parameter for determining mould bag, cement injection slurries and the double slurries of cement-silicate, plugging grouting construction is carried out.
During construction, at underground underground river position along one row's form sack grouting hole of each arrangement at cut-pff wall axis both sides 3m, pitch of holes 0.60m, with
Pipe creeps into aperture 150mm, and drilling depth is controlled according to 1m under the Bottom Altitude of underground underground river；In addition at underground underground river position along antiseepage
The double slurries grout holes of each row's cement-silicate of arrangement one at wall axis both sides 3.5m, pitch of holes is 3m, boring aperture 150mm, brill
Hole depth is 1m below mesh or stratiform fissure zone Bottom Altitude, form sack grouting hole and the double slurries grouting hole axles of cement-silicate
Line arranges that scope, in cut-pff wall 14#~16# slotted eyes correspondence pile No. region, refers to accompanying drawing 2.
After the construction of two row's form sack grouting holes is completed, mould bag is carried out in each form sack grouting hole and divides into and installs.For just
Transferred in mould bag, mould bag is fixed when dividing into using geology steel tube, bottom welding closure, interface tube uses welding manner, interface
With the Φ 8mm reinforcement weldings of 10cm length, to prevent from fractureing, quincunx grouting aperture is arranged in mould bag installation position, 20cm is spaced,
Each 3 holes of section, hole diameter is not less than 1cm.
After mould bag is divided into, by grout pouring to mould bag, treat that cement grout solidifies, the finally antiseepage at the underground river of underground
Wall axis both sides form the wall that blocks water together respectively, and block water wall by the dynamic water resistance of underground underground river cut-pff wall axis both sides by twice
It is disconnected.
After formation blocks water wall, mesh or stratiform to more than at the top of the underground river of underground and in the following measurement range in bottom
Corrosion leakage passage in the double slurries of cement injection waterglass, so that netted or stratiform corrosion leakage passage is clogging, really
Protect in the range of impervious wall construction and be in relative hydrostatic state.
Finally, concrete construction is carried out in the cavity between twice block water wall, cut-pff wall is formed.
Using the method for the present invention, to being applied at the underground underground river by form sack grouting and the perfusion of cement-silicate dual slurry
Work so that underground underground river water inflow-rate of water turbine is by original 25m3/ s is reduced to 0.2m3/ s, so that the state of a relative hydrostatic is formed,
Last impervious wall construction technique completes pore-creating grooving and poured under the auxiliary of form sack grouting and cement-silicate biliquid sizing process
Into wall construction, underground underground river water is blocked completely.
Be tod by using the form sack grouting of the present invention, cement-silicate two-shot grouting with the composite technology that cut-pff wall is combined
The successful closure on underground underground river, it can be deduced that some following conclusion：
1st, form sack grouting has the characteristic of permeable impermeable slurry, using being effective in the stratum of big flow high flow rate
's.
2nd, it is strict to the requirement of every technical parameter during form sack grouting, it is necessary to carry out every experiment before construction to determine
Its construction technical data, it is ensured that spalling spillage phenomenon does not occur for mould bag in work progress.
3rd, the control of form sack grouting pressure process and flow be block whether successful key point, therefore, according to experiment
As a result, constructed in strict accordance with pressure and flow parameter.
4th, cement-silicate dual slurry is applied to middle-size and small-size solution cavity, the plugging construction of molten chamber under river channels, large-scale molten
, it is necessary to form sack grouting technological synthesis using can be only achieved more preferable plugging effect in hole, the closure of underground underground river.
5th, form sack grouting and cement-silicate construction technology, can effectively save Project Cost cost, fundamentally solve anti-
Ooze wall pore-creating grooving and pour the wall problem that builds up, and make underground underground river surrounding formations rock mass be improved significantly.
In summary, compared with prior art, it is anti-at the underground river of underground under big flow high flow rate river channels of the invention
Wall construction method is oozed to have the advantages that：
1st, can at the underground river of underground cut-pff wall both sides under big flow, high flow rate river channels using the method for the present invention
It is each to form the wall that blocks water together so that twice block water and form the cavity for being in relative hydrostatic state between wall, form anti-by cavity
Wall is oozed, so that watertight by what is blocked at the underground river of underground, plugging effect is notable, and cheap, improves efficiency of construction.
2nd, method of the invention, is blocked water under large span, superaltitude intracavitary river channels using the formation of form sack grouting technique
Wall breaches the theory directly blocked using grouting material in conventional blocking technology to form the thought of relative hydrostatic state,
Solve in the prior art to expend the problem of a large amount of grouting materials exchange plugging effect for, so that huge economic loss is reduced,
And improve the security of engineering construction.
3rd, method of the invention, in being blocked on underground underground river by form sack grouting technique, cement-silicate biliquid sizing process with
Cut-pff wall technique carries out integrated use, maximizes favourable factors and minimizes unfavourable ones, reaches optimal plugging effect.
4th, method of the invention, is formd suitable for underground underground river, large-scale corrosion passage and big fissure zone plugging construction skill
The new concept of art, with huge reference and promotional value.
Although above-mentioned elaborate to the present invention, the invention is not restricted to this, those skilled in the art can
To be modified according to the principle of the present invention, therefore, the various modifications that all principles according to the present invention are carried out all should be understood to
Fall into protection scope of the present invention.
Claims (10)
1. a kind of impervious wall construction method under big flow high flow rate river channels at the underground river of underground, it is characterised in that including：
Impervious wall construction is carried out to the karst area with big flow high flow rate river channels；
The shape and span on karst area underground underground river are determined according to the leakage scenarios of impervious wall construction；
According to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides at the underground river of underground set respectively shape with
The wall that blocks water that span and underground underground river match respectively；
Wall is blocked water by the dynamic water blocking of cut-pff wall axis both sides at the underground river of underground by twice, so as to shape between blocking water wall in twice
Into the cavity in relative hydrostatic state；
Boreholing for cutoff wall is carried out in cavity, to form cut-pff wall.
2. according to the method described in claim 1, it is characterised in that according to the underground underground river for having determined that shape and span, on ground
Cut-pff wall axis both sides at lower underground river set the wall that blocks water that shape matches respectively with span and underground underground river respectively, including：
According to the underground underground river for having determined that shape and span, the cut-pff wall axis both sides at the underground river of underground set mould bag filling respectively
Starch hole；
By support tube, it will be located under mould bag in form sack grouting hole；
By support tube, the cement injection slurries into mould bag；
After after the cement grout solidification of perfusion in all moulds bag, the wall that blocks water for being located at the cut-pff wall axis both sides respectively is formed.
3. method according to claim 2, it is characterised in that by support tube, will be located under mould bag in form sack grouting hole
Including：
By the support tube from top to bottom through mould bag inner chamber；
Before dividing into, the upper shed of mould bag and under shed are sealed respectively according to the depth on the underground underground river and institute is fixed on
State on support tube, to form the slurries bag container being looped around outside support tube；
Using the support tube as support, it will be placed under slurries bag container in the form sack grouting hole.
4. method according to claim 3, it is characterised in that it is ground elevation to described that the support tube, which divides into height,
Below the bottom of lower underground river at 1m, so that the support bottom of the tube is consolidated.
5. the method according to claim 3 or 4, it is characterised in that the support tube is located in the slurries bag container
Part be from top to bottom arranged at intervals multiple grout holes.
6. method according to claim 5, it is characterised in that the grout hole of the support tube is in prevent cement grout from blocking
It is quincunx.
7. method according to claim 2, it is characterised in that also including the leakage scenarios according to impervious wall construction, it is determined that
The situation of the corrosion leakage passage of mesh or stratiform above and below the underground underground river.
8. method according to claim 7, it is characterised in that after the wall that blocked water described in being formed, according to the described molten of determination
The situation of leakage passage is lost, the double slurries of cement injection waterglass into the corrosion leakage passage, to ensure in the cavity
When carrying out concrete construction, the cavity is in relative hydrostatic state.
9. the method according to right 2, it is characterised in that before the mould bag is transferred, need to carry out grouting test to mould bag, with
Determine the parameter of mould bag and grouting.
10. method according to claim 2, it is characterised in that into mould bag during cement injection slurries, initial grouting pressure
Less than or equal to 0.5MPa, normal perfusion pressure is less than or equal to 0.2MPa, flow 10L/min-20L/min is injected, for preventing
Only injection pressure is excessive, causes the mould bag spillage accident occur.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108040521A (en) * | 2017-12-08 | 2018-05-18 | 黑龙江省农业科学院土壤肥料与环境资源研究所 | Sloping upland blocks water wall construction method |
| CN109537576A (en) * | 2018-12-27 | 2019-03-29 | 广州市住宅建设发展有限公司 | Diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand and a kind of continuous underground wall structure |
| CN113174929A (en) * | 2021-05-08 | 2021-07-27 | 中铁上海设计院集团有限公司 | Karst building foundation composite reinforcement method under flowing water condition |
| CN115450227A (en) * | 2022-10-14 | 2022-12-09 | 中铁四局集团第四工程有限公司 | Construction method for subway station to cut off underground river foundation pit support structure |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20060191224A1 (en) * | 2005-02-25 | 2006-08-31 | Brian Iske | Device for post-installation in-situ barrier creation and method of use thereof |
| CN101063309A (en) * | 2007-05-29 | 2007-10-31 | 安蓉建设总公司 | Rapid construction method for prevention seepage integrating vibrating-jetting with controlled cement grouting |
| CN205062827U (en) * | 2015-10-10 | 2016-03-02 | 中国电建集团贵阳勘测设计研究院有限公司 | Compound seepage prevention structure of large -scale solution cavity in karst area |
-
2017
- 2017-06-30 CN CN201710520392.8A patent/CN107268647B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20060191224A1 (en) * | 2005-02-25 | 2006-08-31 | Brian Iske | Device for post-installation in-situ barrier creation and method of use thereof |
| CN101063309A (en) * | 2007-05-29 | 2007-10-31 | 安蓉建设总公司 | Rapid construction method for prevention seepage integrating vibrating-jetting with controlled cement grouting |
| CN205062827U (en) * | 2015-10-10 | 2016-03-02 | 中国电建集团贵阳勘测设计研究院有限公司 | Compound seepage prevention structure of large -scale solution cavity in karst area |
Non-Patent Citations (2)
| Title |
|---|
| 惠高飞: "动水条件下深厚沙砾石地基钢筋混凝土防渗墙施工", 《水利建设与管理》 * |
| 黄树平: "浅谈岩溶地区混凝土防渗墙施工及质量控制", 《黑龙江水利科技》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108040521A (en) * | 2017-12-08 | 2018-05-18 | 黑龙江省农业科学院土壤肥料与环境资源研究所 | Sloping upland blocks water wall construction method |
| CN109537576A (en) * | 2018-12-27 | 2019-03-29 | 广州市住宅建设发展有限公司 | Diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand and a kind of continuous underground wall structure |
| CN113174929A (en) * | 2021-05-08 | 2021-07-27 | 中铁上海设计院集团有限公司 | Karst building foundation composite reinforcement method under flowing water condition |
| CN115450227A (en) * | 2022-10-14 | 2022-12-09 | 中铁四局集团第四工程有限公司 | Construction method for subway station to cut off underground river foundation pit support structure |
| CN115450227B (en) * | 2022-10-14 | 2024-01-19 | 中铁四局集团有限公司 | Construction method for cutting off underground river foundation pit retaining structure of subway station |
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