CN107288657A - The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground - Google Patents
The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground Download PDFInfo
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- CN107288657A CN107288657A CN201710660504.XA CN201710660504A CN107288657A CN 107288657 A CN107288657 A CN 107288657A CN 201710660504 A CN201710660504 A CN 201710660504A CN 107288657 A CN107288657 A CN 107288657A
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- 239000011435 rock Substances 0.000 title claims abstract description 77
- 238000007569 slipcasting Methods 0.000 title claims abstract description 72
- 238000000034 method Methods 0.000 title claims abstract description 39
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 105
- 230000006837 decompression Effects 0.000 claims abstract description 44
- 239000002002 slurry Substances 0.000 claims abstract description 42
- 238000010276 construction Methods 0.000 claims abstract description 33
- 238000005553 drilling Methods 0.000 claims abstract description 19
- 238000012544 monitoring process Methods 0.000 claims abstract description 14
- 230000032798 delamination Effects 0.000 claims abstract description 12
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 238000004458 analytical method Methods 0.000 claims abstract description 9
- 238000013461 design Methods 0.000 claims abstract description 7
- 230000000903 blocking effect Effects 0.000 claims abstract description 6
- 230000006872 improvement Effects 0.000 claims abstract description 5
- 238000010079 rubber tapping Methods 0.000 claims description 47
- 239000004568 cement Substances 0.000 claims description 29
- 239000004115 Sodium Silicate Substances 0.000 claims description 18
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 18
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 18
- 230000003068 static effect Effects 0.000 claims description 18
- 229910000831 Steel Inorganic materials 0.000 claims description 15
- 239000000463 material Substances 0.000 claims description 15
- 239000010959 steel Substances 0.000 claims description 15
- 239000011083 cement mortar Substances 0.000 claims description 14
- 239000012530 fluid Substances 0.000 claims description 11
- 239000011440 grout Substances 0.000 claims description 9
- 239000007788 liquid Substances 0.000 claims description 9
- 235000019353 potassium silicate Nutrition 0.000 claims description 9
- 230000008569 process Effects 0.000 claims description 9
- 238000011160 research Methods 0.000 claims description 8
- 230000004888 barrier function Effects 0.000 claims description 6
- 238000009792 diffusion process Methods 0.000 claims description 6
- 239000004746 geotextile Substances 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 239000003673 groundwater Substances 0.000 claims description 5
- 230000009467 reduction Effects 0.000 claims description 5
- 239000003643 water by type Substances 0.000 claims description 5
- 102000010637 Aquaporins Human genes 0.000 claims description 4
- 108010063290 Aquaporins Proteins 0.000 claims description 4
- 239000011521 glass Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 108091006146 Channels Proteins 0.000 claims description 3
- 230000006866 deterioration Effects 0.000 claims description 3
- 238000009826 distribution Methods 0.000 claims description 3
- 238000005649 metathesis reaction Methods 0.000 claims description 3
- 238000004451 qualitative analysis Methods 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 3
- 238000003325 tomography Methods 0.000 claims description 3
- 230000001052 transient effect Effects 0.000 claims description 3
- 238000011144 upstream manufacturing Methods 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 4
- 238000012407 engineering method Methods 0.000 abstract description 4
- 230000000694 effects Effects 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 5
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- 239000003245 coal Substances 0.000 description 3
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- 229920002472 Starch Polymers 0.000 description 2
- 230000033228 biological regulation Effects 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical group O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 238000005065 mining Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
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- 235000015076 Shorea robusta Nutrition 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, including conjunctive use geological analysis and geophysical exploration about exhausted means, improvement area's hydrogeologic condition is found out；Seepage failure destroys supporting reinforcing in section and the zone of influence；Sluice the resolution design of decompression delamination pour slurry；The decompression drilling construction that sluices is adjusted with delamination pour slurry engineering construction and dynamic；Sluicing decompression hole high-pressure high-flow blocking in flowing water；Strengthen the steps such as surrouding rock deformation monitoring.After being constructed using this engineering method, by to weak cementing rock mass reinforcing and high-pressure high-flow water burst closure by different level, phase in, efficiently solve work harnessing project cycle length, easily trigger the problem of secondary geological disaster, improve slip casting efficiency, create good Social benefit and economic benefit.
Description
Technical field
The present invention relates to a kind of tunnels and underground engineering geological hazard control technology, the underground such as especially a kind of tunnel tunnel
Weak cementing rock mass seepage failure area sluicing decompression-delamination pour slurry comprehensive processing method at the top of engineering.
Background technology
The construction of the underground engineerings such as tunnel, power station, mine working, inevitably passes through fault belt, packed type
The unfavorable geologic bodies such as solution cavity, all badness geologic bodies often connect rich water water-bearing layer, as water space and containing conduit pipe, quilt
Long-term water burst is tended to occur after exposure.Trace it to its cause is that excavation disturbance causes to produce plastic failure area and free face, ground in country rock
Lower water penetration power causes the fine grained composition such as clay to be carried out, and the scale of conduit pipe extends and increased with open-assembly time, table
It is now that at one or a few places concentrate water burst；At the same time, coffer mechanics performance runs down, top plate sedimentation, the quick increasing of side wall convergence
Greatly, severe patient causes larger landslide, and induced water inrush is dashed forward mud.In addition, western each mining area coal such as China Inner Mongol, Xinjiang
Aboundresources, these regional coal-bearing strata diagenesis times are short, the main cementing difference of mining coal seam adjoining rock, and in roof strata
Thickness is generally dispersed with up to hundred meters of water-bearing layer.To prevent to carry out top plate water-bearing layer before top plate water damage, working face extraction
Draining hook.Constantly softening, argillization country rock, and companion are limited by during cementing weak, low intensity Rock Nature, roof water white-out
With hydraulic fracture, conduit pipe in rock mass is caused to gradually form and turn into the important channel type oozed under roof water；Passage extends
And networking can cause large-scale roof strata to produce displacement, subregion is in water storages such as the formation absciss layers of intersection containing water barrier
Construction.Under the multiple factors long terms such as lithology, groundwater seepage pressure, construction, rock mass seepage failure damage type geology calamity
Evil is lasting to be occurred, serious to threaten underground engineering construction and operation security.
The disaster of underground engineering such case mainly passes through two methods of Enhanced support and grouting and reinforcing, or two methods
Implement simultaneously.It presently, there are following problem：1. supporting intensity is increasing, cost more and more higher, but country rock self-strength does not have
It is improved, causes calamity source and passage not to punish, still suffer from landslide, roof fall risk；2. slip casting can improve country rock self-strength, reduction
Its permeability, however, space is big, infiltration is strong, low intensity, cementing weak feature because catastrophe area rock mass has, it is difficult to bear height
Grouting pressure, by force static pressure grouting may cause landslide etc. secondary geological disaster.Therefore, the prominent discharge disaster of such underground engineering is controlled
Managing needs to carry out under the premise of ensureing that roof rock mass is stable, i.e., supporting reinforcement+reasonable grouting process conjunctive use could obtain reason
The regulation effect thought.
The content of the invention
The purpose of the present invention is to exist to overcome above-mentioned prior art to administer in weak cementing rock mass seepage failure geological disaster
Such as regulation effect pay no attention to and think of the problems such as easily triggering secondary disaster there is provided a kind of weak cementing rock mass infiltration of top of underground
Destroy area's slip casting integrated control method.
To achieve the above object, the present invention uses following technical proposals：
A kind of weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, comprises the following steps：
A）Conjunctive use geological analysis and geophysical exploration about exhausted means, find out improvement area's hydrogeologic condition, including：
1）Research area's hydrogeological profile, analysis underground engineering superstratum lithology combination feature, it is determined that causing calamity aqueous are drawn
Layer and master control conduit pipe type；
2）Top plate geophysical exploration about exhausted work, delineation overlying strata hydrous fluids form and scope are carried out, instructs hazard management to work；
B）Seepage failure destroys supporting reinforcing in section and the zone of influence, i.e., be combined using interim rigid protection with flexible support
Means are destroyed to seepage failure and supporting strengthening segment are formed in the range of section and adjacent 10 ~ 20m；
C）Sluicing decompression-delamination pour slurry resolution design, i.e., in roof strata hydrous fluids construction sluicing decompression hole, around letting out
Water decompression hole applies delamination pour slurry reinforced hole；Injected hole point sequence construction, and using protrusive segmenting slip casting mode to superstratum
Progressively reinforce from shallow to deep；Finally the slip casting of sluicing decompression hole is blocked；
D）To step C）Sluicing decompression drilling construction and delamination pour slurry engineering construction, fully reinforce country rock mesohigh rich water structure
The weak cementing rock mass between underground engineering is made, inlet well arrangement and grouting parameter are in the light of actual conditions dynamically adjusted；
E）Sluicing decompression hole high-pressure high-flow blocking in flowing water, including sluicing decompression hole is using sluicing-slip casting and static pressure grouting two
Stage grouting method is carried out；Water burst controlling in hole drain by tapping pipe in spilled water hole, steel pipe by the fixation of mould bag and with
Hole wall constitutes the annular diffusion space in sluicing-slip casting stage；After after grout cures, closing tapping pipe simultaneously opens static pressure grouting rank
Section；
F）Surrouding rock deformation is monitored in real time, ensures that engineering safety is implemented.
The step A）In 1）Specifically include the rock that research causes the weak cementing water barrier between calamity water-bearing layer and underground engineering
Property and thickness space Distribution Characteristics, qualitative analysis administer area rock mass underground aquaporin forming process and rock mass reduction deformation original
Cause, judges the possibility that absciss layer occurs.
2 in the step A）Specifically include using transient electromagnetic, geological radar geophysical exploration about exhausted method to research area top
Plate is detected, analysis top plate rich water zone position and form；By with hydrogeologic section joint interpretation, delineation absciss layer area or leads
Water construction controlling water-containing space is conduit pipe scope, instructs inlet well and spilled water hole pattern and depth.
Interim rigid protection in the step B selects to be grillage, concrete column or I-steel according to construction condition
Bracing members, per 1000 ~ 2000mm of Pin spacing；The flexible support uses thickness for C20 gunite concretes thick 250mm, built-in
Individual layer bar-mat reinforcement.
The step C）In, if top plate hydrous fluids are separated strata seeper area, sluice and drop directly against construction in the middle part of absciss layer area
Press hole；If surrounding rock deterioration is mainly caused by tomography class permeable structure, sluicing decompression hole is applied in master control containing on permeable structure
Trip, to block Groundwater movement passage, forces underground water mainly to be discharged along spilled water hole.
The step D）In, sluicing decompression hole is applied for the roof strata hydrous fluids in underground engineering superstratum, is let out
Water decompression hole is using geological drilling rig construction elevation angle hole, and step is as follows：
First by Noncoring drill bit perforate to 6m, the long 5m external diameters seamless steel pipe of tripping in makees one-level orifice tube；
It is cased with the 1# moulds bag processed by geotextiles on the outside of the one-level orifice tube, and mould bag is located at and is welded on one-level orifice tube
Between two 1# limiters；
The 1# moulds bag upper/lower terminal head is fixed on one-level outside of sleeve, lower end connection 1# slip castings using wire binding mode
Pipe；
Pass through the slip casting into 1# moulds bag of 1# Grouting Pipes behind one-level orifice tube tripping in hole；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R light waters
Mud mass ratio is 1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cements single slurry and water glass
Glass volume ratio is 2:1, the selection of slip casting termination pressure is 2.5MPa；
1# moulds bag is propped up after the grout cures of injection, while broken soft rock mass around extruding, reaches one-level orifice tube and broken
The close occlusion of country rock and the purpose of fixed orifice pipe；
After one-level orifice tube is fixed, constructed using Noncoring drill bit to design hole depth, the second hole mouthful pipe that tripping in seamless steel pipe makes；
Fixing seal is rolled up by quick-hardening cement between described second hole mouthful pipe and one-level orifice tube；
Second hole mouthful length of tube is 10 ~ 15m, and 5 ~ 10m of front end is fabricated to floral tube, is drilled with multigroup water seepage hole, both plays borehole wall-protection
Effect, prevents drilling from blocking, and underground water in water abundant ground can again discharged.
The step D）In, around sluicing, delamination pour slurry reinforced hole is laid in decompression drilling, lays mode according to site operation
Condition is arranged as annular or rectangle；Described grouting and reinforcing hole is divided into 3 sequences, wherein I sequence pitch of holes is 4 ~ 6m, II sequence hole
Spacing is 2 ~ 3m, and III sequence pitch of holes is 1m, implements slip casting to each sequence hole successively according to I ~ III order in work progress.
Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud is that water and 42.5R are general
Logical cement quality ratio is 0.8:1~1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cement lists
Slurry and waterglass volume ratio are 1:1~3:1, the selection of slip casting termination pressure is 2 ~ 3MPa.
The step E）In, the closure of sluicing decompression hole uses sluicing-slip casting and static pressure grouting two benches grouting method, including
Following steps：
Tapping pipe is processed into first with seamless steel pipe, tapping pipe two ends thread is connected to each other by screw thread；
The 2# moulds bag processed by geotextiles is cased with the outside of the tapping pipe of the top, and 2# moulds bag is located between 2# limiters；
2# moulds bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, lower end connection 2# Grouting Pipes；
Tapping pipe is sent to precalculated position, i.e. 2# moulds bag through screwed connection rig, by rig and is arranged to master control water guide in drilling
1 ~ 2m below channel position；
After tapping pipe tripping in, using 2# Grouting Pipes to the bag slip casting of 2# moulds；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R light waters
Mud mass ratio is 1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cements single slurry and water glass
Glass volume ratio is 2:1, the selection of slip casting termination pressure is 2 ~ 3MPa；
2# moulds bag is propped up after injection grout cures, while crushing soft rock mass around extruding to fix tapping pipe, and is forced in hole
Water burst flows out through tapping pipe；
Tapping pipe lower end is connected with second hole mouthful pipe through 1# filling adaptors；
1# filling adaptors are managed by screwed connection second hole mouthful, and its bottom plate processes two circular holes and is each passed through tapping pipe and 2# slip castings
Pipe, treats that tapping pipe installs latter three and is welded and fixed；
Annular space between tapping pipe and hole wall turns into the slurries diffusion admittance of first stage slip casting；
First stage slip casting is sluicing-slip casting stage, by the 3# Grouting Pipes being connected with 1# filling adaptors, is sluiced in tapping pipe
Implement in journey, reinforce spilled water hole superficial part country rock；
Injecting paste material uses cement single slurry, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R ordinary cement mass ratioes
0.8:1~1:1,3 ~ 4MPa of grouting pressure.
Sluicing-slip casting stage terminated after 48 hours, and slurries gelinite can bear grouting pressure；
It is the static pressure grouting stage to be blocked using tapping pipe slip casting containing conduit pipe, is sluiced through 2# filling adaptors by screwed connection
Tube end, water burst can be closed by closing high-pressure ball valve；
Through 4# Grouting Pipes implement static pressure grouting, static pressure grouting be mainly filling tapping pipe and its exposure contain conduit pipe, and will
High pressure ground water preservation space metathesis is slurries, so as to reach closure passage, intercepts water source, reinforces the multipurpose of water barrier.
Injecting paste material selects cement single slurry, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R light water shales
Amount compares 0.8:1~1:1,4 ~ 5MPa of grouting pressure.
The step F）In, during drilling is applied and Grouting engineering is implemented, according to country rock situation in seepage failure damage type
Catastrophe area and zone of influence arrangement monitoring section, catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, with
Top plate sedimentation and lateral wall convergent deformation situation during supervision control engineering is implemented；Monitoring curve is drawn simultaneously, instructs the dynamic of grouting pressure
State is adjusted.
The beneficial effects of the invention are as follows：The present invention solves existing method and punishes roof rock mass because seepage failure triggers simultaneously
Concentrate that improvement cycle length, the effect of the geological disasters such as water burst and rock stratum large deformation are undesirable, easily trigger secondary geological disaster etc. to ask
Topic.Take after this engineering method constructs, by weak cementing rock mass reinforcing and the closure of high-pressure high-flow water burst by different level, it is real stage by stage
Apply, shorten the punishment duration of the weak cementing country rock seepage failure type geological disaster of top of underground, ensured surrounding rock consolidation model
Enclose and intensity, particularly centralized high voltage big flow concentrates water burst area country rock to be reinforced by different level, it is to avoid mandatory static pressure note
Starch the secondary geological disaster caused to occur, effectively increase governance quality, create good Social benefit and economic benefit.
Brief description of the drawings
Fig. 1 is the construction technology process block diagram of the present invention；
Fig. 2 is the diagrammatic cross-section of resolution of the present invention；
Fig. 3 is the sluicing decompression hole structural representation of the present invention；
Fig. 4 is the sluicing decompression hole closure schematic diagram of the present invention；
In figure, 1, rich water water-bearing layer；2nd, weak cementing rock mass（Relative water resisting layer）；3rd, the underground space；4th, separated strata seeper area；5th, water guide
Construction；6th, sluicing decompression hole；7th, interim rigid protection；8th, temporary flexible supporting；9th, delamination pour slurry reinforced hole；10th, one-level aperture
Pipe；11st, 1# moulds bag；12nd, 1# limiters；13rd, 1# Grouting Pipes；14th, second hole mouthful pipe；15th, spout hole；16th, quick-hardening cement is rolled up；
17th, tapping pipe；18th, 2# moulds bag；19th, 2# limiters；20th, 2# Grouting Pipes；21st, 1# filling adaptors；22nd, slurries diffusion annular is empty
Between；23rd, 3# Grouting Pipes；24th, 2# filling adaptors；25th, high-pressure ball valve；26th, 4# Grouting Pipes；27th, monitoring section.
Embodiment
The present invention is further described with reference to the accompanying drawings and examples.
Structure, ratio, size depicted in this specification institute accompanying drawings etc., only to coordinate in disclosed in specification
Hold, so that those skilled in the art is understood with reading, be not limited to enforceable qualifications of the invention, therefore do not have skill
Essential meaning in art, the modification of any structure, the change of proportionate relationship or the adjustment of size can be produced not influenceing the present invention
Under raw effect and the purpose that can reach, all should still it fall in the range of disclosed technology contents are obtained and can covered.
Meanwhile, the term of cited such as " on ", " under " in this specification, "left", "right", " centre " and " one " is merely convenient to
Narration understands, and be not used to limit enforceable scope of the invention, and its relativeness is altered or modified, without substantive change
Under technology contents, when being also considered as enforceable category of the invention.
As Figure 1-Figure 4, the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, including with
Lower step：
1st, conjunctive use geological analysis and geophysical exploration about exhausted means, find out improvement area's hydrogeologic condition
According to the geological prospecting borehole data near the underground engineerings such as tunnel or tunnel, draw and administer area's large scale hydrogeology
Profile, analyze superstratum lithology combination feature and geological structure developmental state, it is determined that cause calamity water-bearing layer (body) 1 layer of position and
Geological structure type.Research causes the weak cementing rock mass between calamity water-bearing layer (body) 1 and underground engineering 3（Relative water resisting layer）2 rock
Property and thickness space Distribution Characteristics, qualitative analysis administer area rock mass underground aquaporin forming process and rock mass reduction deformation original
Cause, judges the possibility that absciss layer 4 occurs.
Research area's top plate is detected using the geophysical exploration about exhausted such as transient electromagnetic, geological radar method, top plate is analyzed
Rich water zone position and form.By with hydrogeologic section joint interpretation, the controlling such as delineation absciss layer area 4 or permeable structure 5 contains
Hydrospace（Conduit pipe）Scope, instructs inlet well and spilled water hole pattern and depth.
2nd, seepage failure destroys supporting reinforcing in section and the zone of influence
Seepage failure is destroyed in the range of section and adjacent 10 ~ 20m with the means that flexible support is combined using interim rigid protection
Form supporting strengthening segment.
Described interim rigid protection can select be that grillage, cross section are the mixed of 500 × 500mm according to construction condition
Solidifying earth pillar or 25b I-steel bracing members, per 1000 ~ 2000mm of Pin spacing.Described flexible support uses thickness for 250mm thickness
C20 gunite concretes, built-in individual layer length is multiplied by wide 400m × 400m, φ 8mm bar-mat reinforcement.
3rd, sluicing decompression-delamination pour slurry resolution design
According to geological analysis and geophysical exploration about exhausted synthesis result, in roof strata hydrous fluids construction sluicing decompression hole 6.Described
The purpose of sluicing decompression hole 6 is that roof overburden mesohigh water, to the penetration of rock stratum, prevents shape in roof strata during reducing slip casting
Country rock compressive deformation is caused to destroy into the Lentic environment of sealing high pressure.
If top plate hydrous fluids are separated strata seeper area 4, directly against construction sluicing decompression hole in the middle part of absciss layer area；
If surrounding rock deterioration is mainly caused by the permeable structures such as tomography 5, sluicing decompression hole is applied in master control containing on permeable structure
Trip, to block Groundwater movement passage, forces underground water mainly to be discharged along spilled water hole.
Delamination pour slurry reinforced hole 9, injected hole point sequence construction are applied around sluicing decompression hole 6, and note is segmented using protrusive
Slurry mode is progressively reinforced from shallow to deep to superstratum.Finally the slip casting of sluicing decompression hole is blocked, harnessing project is completed.
4th, sluice decompression drilling construction and delamination pour slurry engineering construction and dynamic adjustment
Sluicing decompression hole is applied for the concentration hydrous fluids in underground engineering superstratum, sluicing decompression hole 6 uses geological drilling rig
Construct elevation angle hole, step is：
First by external diameter φ 168mm Noncoring drill bits perforates to 6m, the long 5m external diameters φ 146mm seamless steel pipes of tripping in make one-level aperture
Pipe 10.
It is cased with the 1# moulds bag 11 processed by geotextiles on the outside of one-level orifice tube, and mould bag is located at and is welded on one-level orifice tube
Two 1# limiters 12 between.
1# moulds 11 upper/lower terminal heads of bag are fixed on one-level outside of sleeve, lower end connection 1# notes using wire binding mode
Starch pipe 13.
Pass through the slip casting into 1# moulds bag 11 of 1# Grouting Pipes 13 behind one-level orifice tube tripping in hole.
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud（Water is common with 42.5R
Cement quality ratio）For 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cements single slurry and
Waterglass volume ratio is 2:1, the selection of slip casting termination pressure is 2.5MPa.
The grout cures back brace molding bag of injection, while broken soft rock mass around extruding, reaches one-level orifice tube and broken
The close occlusion of broken country rock and the purpose of fixed orifice pipe.
After one-level orifice tube is fixed, constructed using external diameter φ 137mm Noncoring drill bits to design hole depth, tripping in external diameter φ
The second hole mouthful pipe 14 that 108mm seamless steel pipes make.
Second hole mouthful length of tube is fixed according to actual conditions, and generally 10 ~ 15m, 5 ~ 10m of front end is fabricated to floral tube, is drilled with many
Group water seepage hole 15, had both played borehole wall-protection effect, and had prevented drilling from blocking, and underground water in water abundant ground can again discharged.
16 fixing seals are rolled up by quick-hardening cement between second hole mouthful pipe 14 and one-level orifice tube, the encapsulating method is known
Engineering method；After the completion of the construction of sluicing decompression hole, disaster area underground water is mainly by spilled water hole centralized discharge, and other locations of country rock are oozed
Discharge reduction.
Around sluicing, delamination pour slurry reinforced hole is laid in decompression drilling, and laying mode is arranged as annular according to construction condition
Or rectangle.
Grouting and reinforcing hole is divided into 3 sequences, wherein the spacing of I sequence hole 3 is 4 ~ 6m, the spacing of II sequence hole 4 is 2 ~ 3m, III sequence hole
5 spacing are 1m, implement slip casting to each sequence hole successively according to I ~ III order in work progress.
Grouting process is protrusive segmenting slip casting technique, and this method is known engineering method, is repeated no more.
Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud（Water is common with 42.5R
Cement quality ratio）For 0.8:1~1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cement lists
Slurry and waterglass volume ratio are 1:1~3:1, the selection of slip casting termination pressure is 2 ~ 3MPa.Above-mentioned grout coordinate ratio and grouting parameter are
Applicant by long-term engineering practice and summary of experience obtained by, it is ensured that slip casting effect.
Sluicing decompression drilling hole amount, position etc. can be adjusted according to field condition；Inlet well lays mode, grouting sequence
Dynamic adjustment need to be needed according to scene.
5th, sluicing decompression hole high-pressure high-flow blocking in flowing water
After underground engineering roof cracking rock mass is reinforced, it need to be blocked in time as the sluicing decompression hole of issue is concentrated.Let out
Water burst has high-pressure high-flow feature in water decompression hole, and long-time water burst will cause to wash away to hole wall rock mass, and cause slip casting to add
Gu area's rock mass water content increases, slip casting effect is reduced under long term, or even seepage failure damage type disaster occurs again.This
Outside, unless as dewatering orifice, the presence of sluicing decompression hole will cause condition of work to deteriorate, and be unfavorable for safety in production, it is therefore necessary to
Blocked.
The closure of sluicing decompression hole is carried out using sluicing-slip casting and static pressure grouting two benches grouting method.
Single long 1500mm tapping pipe 17 is processed into first with external diameter Φ 63.5mm, wall thickness 8mm seamless steel pipe, is let out
Water pipe two ends thread, is connected to each other by screw thread.The 2# moulds bag 18 processed by geotextiles, and 2# are cased with the outside of the tapping pipe of the top
Mould bag is located between 2# limiters 19.
2# moulds bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, lower end connection 2# Grouting Pipes
20。
Tapping pipe is sent to precalculated position, i.e. 2# moulds bag 18 through screwed connection rig, by rig and is arranged to main in drilling
1 ~ 2m below conduct aquaporin position.
After tapping pipe tripping in, using 2# Grouting Pipes 20 to 19 slip castings of bag of 2# moulds.
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud（Water is common with 42.5R
Cement quality ratio）For 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cements single slurry and
Waterglass volume ratio is 2:1, the selection of slip casting termination pressure is 2 ~ 3MPa.
2# moulds bag is propped up after injection grout cures, while crushing soft rock mass around extruding to fix tapping pipe, and is forced
Water burst flows out through tapping pipe in hole.
The lower end of tapping pipe 17 is connected with second hole mouthful pipe through 1# filling adaptors 21.1# filling adaptors pass through two grades of screwed connection
Orifice tube, its bottom plate processes two circular holes and is each passed through tapping pipe 17 and 2# Grouting Pipes 20, treats that tapping pipe installs latter three
It is welded and fixed.
Annular space 22 between tapping pipe 17 and hole wall turns into the slurries diffusion admittance of first stage slip casting.
First stage slip casting be sluicing-slip casting stage, by the 3# Grouting Pipes 23 be connected with 1# filling adaptors, in sluicing
Pipe is implemented under the conditions of sluicing, and reinforces spilled water hole superficial part country rock.Injecting paste material uses cement single slurry, and grouting parameter is as follows：Cement
Pulp-water gray scale（Water and 42.5R ordinary cement mass ratioes）0.8:1~1:1,3 ~ 4MPa of grouting pressure.
Sluicing-slip casting stage terminated after 48 hours, and slurries gelinite has some strength, and Surrounding Rock Strength is higher, Neng Goucheng
By grouting pressure.
It is the static pressure grouting stage to be blocked using tapping pipe slip casting containing conduit pipe.
Through 2# filling adaptors 24 by screwed connection sluicing tube end, water burst can be closed by closing high-pressure ball valve 25.Through 4#
Grouting Pipe 26 implements static pressure grouting, and what static pressure grouting was mainly filling tapping pipe and its exposure contains conduit pipe, and by underground water
The space metathesis of presence is slurries, so as to reach closure passage, intercepts water source, reinforces the multipurpose of water barrier.Injecting paste material
Cement single slurry is selected, grouting parameter is as follows：The cement mortar ratio of mud（Water and 42.5R ordinary cement mass ratioes）0.8:1~1:1,
4 ~ 5MPa of grouting pressure.
6th, surrouding rock deformation is monitored in real time, ensures that engineering safety is implemented
During drilling is applied and Grouting engineering is implemented, arranged according to country rock situation in seepage failure damage type catastrophe area and the zone of influence
Monitoring section, catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, is pushed up during being implemented with supervision control engineering
Plate is settled and lateral wall convergent deformation situation.Monitoring curve is drawn simultaneously, instructs the dynamic adjustment of grouting pressure.
Although above-mentioned the embodiment of the present invention is described with reference to accompanying drawing, not to present invention protection model
The limitation enclosed, one of ordinary skill in the art should be understood that on the basis of technical scheme those skilled in the art are not
Need to pay various modifications or deform still within protection scope of the present invention that creative work can make.
Claims (10)
1. a kind of weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, it is characterized in that, including it is following
Step：
A）Conjunctive use geological analysis and geophysical exploration about exhausted means, find out improvement area's hydrogeologic condition, including：
1）Research area's hydrogeological profile, analysis underground engineering superstratum lithology combination feature, it is determined that causing calamity aqueous are drawn
Layer and master control conduit pipe type；
2）Top plate geophysical exploration about exhausted work, delineation overlying strata hydrous fluids form and scope are carried out, instructs hazard management to work；
B）Seepage failure destroys supporting reinforcing in section and the zone of influence, i.e., be combined using interim rigid protection with flexible support
Means are destroyed to seepage failure and supporting strengthening segment are formed in the range of section and adjacent 10 ~ 20m；
C）Sluicing decompression-delamination pour slurry resolution design, i.e., in roof strata hydrous fluids construction sluicing decompression hole, around letting out
Water decompression hole applies delamination pour slurry reinforced hole, injected hole point sequence construction, and uses protrusive segmenting slip casting mode to superstratum
Progressively reinforce from shallow to deep；Finally the slip casting of sluicing decompression hole is blocked；
D）To step C）Sluicing decompression drilling construction and delamination pour slurry engineering construction, fully reinforce the aqueous structure of country rock mesohigh
The weak cementing rock mass made between underground engineering is filled, and inlet well arrangement and grouting parameter are in the light of actual conditions dynamically adjusted；
E）Sluicing decompression hole high-pressure high-flow blocking in flowing water, including sluicing decompression hole is using sluicing-slip casting and static pressure grouting two
Stage grouting method is carried out；Water burst controlling in hole drain by tapping pipe in spilled water hole, steel pipe by the fixation of mould bag and with
Hole wall constitutes the annular diffusion space in sluicing-slip casting stage；After after grout cures, closing tapping pipe simultaneously opens static pressure grouting rank
Section；
F）Surrouding rock deformation is monitored in real time, ensures that engineering safety is implemented.
2. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the step A）In 1）Specifically include research cause weak cementing water barrier between calamity water-bearing layer and underground engineering lithology and
The reason for area rock mass underground aquaporin forming process and rock mass reduction deformation, is administered in thickness space Distribution Characteristics, qualitative analysis,
Judge the possibility that absciss layer occurs.
3. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, 2 in the step A）Specifically include and research area's top plate is entered using transient electromagnetic, geological radar geophysical exploration about exhausted method
Row is detected, analysis top plate rich water zone position and form；By with hydrogeologic section joint interpretation, delineation absciss layer area or water guide structure
Controlling water-containing space i.e. conduit pipe scope is made, inlet well and spilled water hole pattern and depth is instructed.
4. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the interim rigid protection in the step B is grillage, concrete column or I-steel steel branch according to construction condition selection
Support, per 1000 ~ 2000mm of Pin spacing；The flexible support uses thickness for C20 gunite concretes thick 250mm, built-in individual layer
Bar-mat reinforcement.
5. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the step C）In, if top plate hydrous fluids are separated strata seeper area, sluice and be depressured directly against construction in the middle part of absciss layer area
Hole；If surrounding rock deterioration is mainly caused by tomography class permeable structure, sluicing decompression hole is applied in master control upstream containing permeable structure,
To block Groundwater movement passage, underground water is forced mainly to be discharged along spilled water hole.
6. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the step D）In, sluicing decompression hole is applied for the roof strata hydrous fluids in underground engineering superstratum, sluice drop
Press hole using geological drilling rig construction elevation angle hole, step is as follows：
First by Noncoring drill bit perforate to 6m, the long 5m external diameters seamless steel pipe of tripping in makees one-level orifice tube；
It is cased with the 1# moulds bag processed by geotextiles on the outside of the one-level orifice tube, and mould bag is located at and is welded on one-level orifice tube
Between two 1# limiters；
The 1# moulds bag upper/lower terminal head is fixed on one-level outside of sleeve, lower end connection 1# slip castings using wire binding mode
Pipe；
Pass through the slip casting into 1# moulds bag of 1# Grouting Pipes behind one-level orifice tube tripping in hole；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R light waters
Mud mass ratio is 1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cements single slurry and water glass
Glass volume ratio is 2:1, the selection of slip casting termination pressure is 2.5MPa；
1# moulds bag is propped up after the grout cures of injection, while broken soft rock mass around extruding, reaches one-level orifice tube and broken
The close occlusion of country rock and the purpose of fixed orifice pipe；
After one-level orifice tube is fixed, constructed using Noncoring drill bit to design hole depth, the second hole mouthful pipe that tripping in seamless steel pipe makes；
Fixing seal is rolled up by quick-hardening cement between described second hole mouthful pipe and one-level orifice tube.
7. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 6, it is special
Levying is, the second hole mouthful length of tube is 10 ~ 15m, and 5 ~ 10m of front end is fabricated to floral tube, is drilled with multigroup water seepage hole.
8. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the step D）In, around sluicing, delamination pour slurry reinforced hole is laid in decompression drilling, lays mode according to construction condition
It is arranged as annular or rectangle；Described grouting and reinforcing hole is divided into 3 sequences, wherein I sequence pitch of holes is 4 ~ 6m, II sequence pitch of holes
For 2 ~ 3m, III sequence pitch of holes is to implement slip casting to each sequence hole successively according to I ~ III order in 1m, work progress；
Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R light waters
Mud mass ratio is 0.8:1~1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cement single slurries
It is 1 with waterglass volume ratio:1~3:1, the selection of slip casting termination pressure is 2 ~ 3MPa.
9. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the step E）In, sluicing decompression hole, which is blocked, uses sluicing-slip casting and static pressure grouting two benches grouting method, including with
Lower step：
Tapping pipe is processed into first with seamless steel pipe, tapping pipe two ends thread is connected to each other by screw thread；
The 2# moulds bag processed by geotextiles is cased with the outside of the tapping pipe of the top, and 2# moulds bag is located between 2# limiters；
2# moulds bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, lower end connection 2# Grouting Pipes；
Tapping pipe is sent to precalculated position, i.e. 2# moulds bag through screwed connection rig, by rig and is arranged to master control water guide in drilling
1 ~ 2m below channel position；
After tapping pipe tripping in, using 2# Grouting Pipes to the bag slip casting of 2# moulds；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R light waters
Mud mass ratio is 1:1；Concentration of sodium silicate is between 35 ~ 42Be, and modulus is 2.3 ~ 3.0,42.5R ordinary cements single slurry and water glass
Glass volume ratio is 2:1, the selection of slip casting termination pressure is 2 ~ 3MPa；
2# moulds bag is propped up after injection grout cures, while crushing soft rock mass around extruding to fix tapping pipe, and is forced in hole
Water burst flows out through tapping pipe；
Tapping pipe lower end is connected with second hole mouthful pipe through 1# filling adaptors；
1# filling adaptors are managed by screwed connection second hole mouthful, and its bottom plate processes two circular holes and is each passed through tapping pipe and 2# slip castings
Pipe, treats that spilled water hole is fixed latter three and is welded and fixed；
Annular space between tapping pipe and hole wall turns into the slurries diffusion admittance of first stage slip casting；
First stage slip casting is sluicing-slip casting stage, by the 3# Grouting Pipes being connected with 1# filling adaptors, in tapping pipe sluicing bar
Implement under part, reinforce spilled water hole superficial part country rock；
Injecting paste material uses cement single slurry, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R ordinary cement mass ratioes
0.8:1~1:1,3 ~ 4MPa of grouting pressure；
Sluicing-slip casting stage terminated after 48 hours, and slurries gelinite can bear grouting pressure；
It is the static pressure grouting stage to be blocked using tapping pipe slip casting containing conduit pipe, is sluiced through 2# filling adaptors by screwed connection
Tube end, water burst can be closed by closing high-pressure ball valve；
Through 4# Grouting Pipes implement static pressure grouting, static pressure grouting be mainly filling tapping pipe and its exposure contain conduit pipe, and will
The space metathesis that underground water is present is slurries, so as to reach closure passage, intercepts water source, reinforces the multipurpose of water barrier；
Injecting paste material selects cement single slurry, and grouting parameter is as follows：The cement mortar ratio of mud is water and 42.5R ordinary cement mass ratioes
0.8:1~1:1,4 ~ 5MPa of grouting pressure.
10. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as claimed in claim 1, it is special
Levying is, the step F）In, during drilling is applied and Grouting engineering is implemented, according to country rock situation in seepage failure damage type catastrophe
Area and zone of influence arrangement monitoring section, catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, to monitor
Top plate sedimentation and lateral wall convergent deformation situation during engineering construction；Monitoring curve is drawn simultaneously, instructs the dynamic tune of grouting pressure
It is whole.
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| CN108412498A (en) * | 2018-03-06 | 2018-08-17 | 山东科技大学 | Freeze sinking construction pit shaft annular causes calamity channel grouting treatment design method |
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| CN109611109A (en) * | 2018-11-05 | 2019-04-12 | 青岛市地铁号线有限公司 | Tunnel TBM constructed crushed zone disaster source controls in advance method and system |
| CN109611146A (en) * | 2018-11-29 | 2019-04-12 | 山东科技大学 | A kind of unrestrained grouting method of absciss layer water |
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| CN110499757A (en) * | 2019-08-27 | 2019-11-26 | 中铁二局集团有限公司 | A kind of water-rich sand layer three axes agitating pile construction method |
| CN110905556A (en) * | 2019-12-20 | 2020-03-24 | 山东科技大学 | Novel efficient mixing alternating type double-hole sectional grouting method |
| CN110905556B (en) * | 2019-12-20 | 2021-01-05 | 山东科技大学 | Efficient mixing alternating type double-hole sectional grouting method |
| CN112281878A (en) * | 2020-08-28 | 2021-01-29 | 浙大城市学院 | Positioning grouting reinforcement method for treating underground water seepage damage of foundation pit engineering |
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| CN114837608B (en) * | 2022-05-31 | 2022-12-23 | 中国矿业大学 | Method for reconstructing mining overburden rock water barrier by multi-section graded grouting |
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