CN107288657B - 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
- Publication number
- CN107288657B CN107288657B CN201710660504.XA CN201710660504A CN107288657B CN 107288657 B CN107288657 B CN 107288657B CN 201710660504 A CN201710660504 A CN 201710660504A CN 107288657 B CN107288657 B CN 107288657B
- Authority
- CN
- China
- Prior art keywords
- slip casting
- water
- grouting
- hole
- pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000011435 rock Substances 0.000 title claims abstract description 76
- 238000007569 slipcasting Methods 0.000 title claims abstract description 69
- 238000000034 method Methods 0.000 title claims abstract description 39
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 95
- 239000002002 slurry Substances 0.000 claims abstract description 57
- 230000006837 decompression Effects 0.000 claims abstract description 47
- 238000010276 construction Methods 0.000 claims abstract description 29
- 238000005553 drilling Methods 0.000 claims abstract description 24
- 238000012544 monitoring process Methods 0.000 claims abstract description 18
- 230000032798 delamination Effects 0.000 claims abstract description 11
- 238000013461 design Methods 0.000 claims abstract description 7
- 230000000903 blocking effect Effects 0.000 claims abstract description 6
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 6
- 238000004458 analytical method Methods 0.000 claims abstract description 5
- 238000010079 rubber tapping Methods 0.000 claims description 47
- 239000004568 cement Substances 0.000 claims description 44
- 239000010410 layer Substances 0.000 claims description 23
- 239000004115 Sodium Silicate Substances 0.000 claims description 18
- 229910000831 Steel Inorganic materials 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
- 239000010959 steel Substances 0.000 claims description 18
- 239000000463 material Substances 0.000 claims description 15
- 239000012530 fluid Substances 0.000 claims description 11
- 108091006146 Channels Proteins 0.000 claims description 10
- 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
- 230000006378 damage Effects 0.000 claims description 7
- 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
- 102000010637 Aquaporins Human genes 0.000 claims description 4
- 108010063290 Aquaporins Proteins 0.000 claims description 4
- 230000006866 deterioration Effects 0.000 claims description 4
- 238000004519 manufacturing process Methods 0.000 claims description 4
- 230000009467 reduction Effects 0.000 claims description 4
- 238000004062 sedimentation Methods 0.000 claims description 4
- 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
- 239000011378 shotcrete Substances 0.000 claims description 3
- 239000002356 single layer 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 description 2
- 239000011521 glass Substances 0.000 claims 2
- 239000004744 fabric Substances 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 4
- 238000012407 engineering method Methods 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 4
- 230000007774 longterm Effects 0.000 description 4
- 239000003245 coal Substances 0.000 description 3
- 239000012141 concentrate Substances 0.000 description 3
- 230000001276 controlling effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 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
- 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
- 238000012986 modification Methods 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 235000019698 starch Nutrition 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000004615 ingredient Substances 0.000 description 1
- 230000002045 lasting effect Effects 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000006855 networking Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000004321 preservation Methods 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 238000012797 qualification Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 238000003786 synthesis reaction Methods 0.000 description 1
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
Landscapes
- 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 methods of top of underground, including conjunctive use geological analysis and geophysical exploration about exhausted means, find out and administer area's hydrogeologic condition；Seepage failure, which destroys supporting in section and the zone of influence, to be strengthened；Sluicing decompression-delamination pour slurry resolution design；Sluice decompression drilling construction and delamination pour slurry engineering construction and dynamic adjustment；Sluicing decompression hole high-pressure high-flow blocking in flowing water；Reinforcement surrouding rock deformation monitoring and etc..After the construction of this engineering method, by to weak cementing rock mass reinforcing and high-pressure high-flow water burst block by different level, phase in, it solves the problems, such as that the work harnessing project period is long, easily cause 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 undergrounds 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 technique
Fault belt, packed type are inevitably passed through in the construction of the underground engineerings such as tunnel, power station, mine working
The unfavorable geologic bodies such as solution cavity, all badness geologic bodies are often connected to rich water water-bearing layer, become 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 generate plastic failure area and free face, ground in country rock
Being lauched penetration causes the fine graineds ingredient such as clay to be carried out, and the scale of conduit pipe extends with exposure duration and increased, table
It is now that at one or a few places concentrate water burst；At the same time, coffer mechanics performance runs down, and top plate sedimentation, side wall convergence quickly increase
Greatly, serious person causes larger landslide, and induced water inrush is dashed forward mud.In addition, western each mining area coal such as China Inner Mongol, Xinjiang
Resourceful, 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 usually dispersed with up to hundred meters of water-bearing layer.To prevent top plate water damage, top plate water-bearing layer must be carried out before working face extraction
Draining hook.It is limited by cementing Rock Nature weak, intensity is low, constantly softening, argillization country rock, and companion during roof water white-out
With hydraulic fracture, conduit pipe in rock mass is caused to gradually form and become the important channel type seeped under roof water；Channel extension
And networking can lead to large-scale roof strata and generate displacement, partial region forms the water storages such as absciss layer in 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, and underground engineering construction and operation security are seriously threatened.
The disaster of underground engineering such case mainly passes through two methods of Enhanced support and grouting and reinforcing or two methods
Implement simultaneously.Presently, there are following problems: 1. supporting intensity is increasing, and cost is higher and higher, but country rock self-strength does not have
It is improved, calamity source and channel is caused not to punish, there are still landslides, roof fall risk；2. country rock self-strength can be improved in slip casting, reduce
Its permeability, however, gap is big, infiltration is strong, intensity is low, cementing weak feature since catastrophe area rock mass has, it is difficult to bear high
Grouting pressure, static pressure grouting may cause the secondary geological disasters such as landslide by force.Therefore, the prominent discharge disaster of such underground engineering is controlled
Reason needs to carry out under the premise of ensureing that roof rock mass is stablized, i.e., supporting reinforcement+reasonable grouting process conjunctive use could obtain reason
The regulation effect thought.
Summary of the invention
The purpose of the present invention is exist to overcome the 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 causing secondary disaster, provide a kind of top of underground weak cementing rock mass infiltration
Destruction area slip casting integrated control method.
To achieve the above object, the present invention adopts the following technical solutions:
A kind of weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, comprising the following steps:
A) conjunctive use geological analysis and geophysical exploration about exhausted means are found out and administer area's hydrogeologic condition, comprising:
1) draws research area's hydrogeological profile, analyzes underground engineering superstratum lithology combination feature, determines and causes calamity
Water-bearing layer and master control conduit pipe type；
2) carries out the work of top plate geophysical exploration about exhausted, draws a circle to approve overlying strata hydrous fluids form and range, instructs hazard management work
Make；
B) seepage failure destroys supporting in section and the zone of influence and strengthens, i.e., is mutually tied using interim rigid protection with flexible support
The means of conjunction destroy seepage failure and form supporting strengthening segment within the scope of section and adjacent 10 ~ 20m；
C) sluicing decompression-delamination pour slurry resolution design is enclosed that is, in roof strata hydrous fluids construction sluicing decompression hole
Delamination pour slurry reinforced hole is applied around sluicing decompression hole；Injected hole point sequence is constructed, and using protrusive segmenting slip casting mode to above covering
Stratum gradually reinforces from shallow to deep；Finally sluicing decompression hole slip casting is blocked；
D) it is rich sufficiently to reinforce country rock mesohigh to the sluicing decompression drilling construction and delamination pour slurry engineering construction of step C) by
Weak cementing rock mass between water construction and underground engineering, inlet well arrangement and grouting parameter in the light of actual conditions dynamically adjust；
E) sluicing decompression hole high-pressure high-flow blocking in flowing water, including sluicing decompression hole are infused using sluicing-slip casting and static pressure
Two stages grouting method is starched to carry out；Water burst controlling in hole is drained by tapping pipe in drain hole, steel pipe is fixed by mould bag
And sluicing-slip casting stage annular diffusion space is constituted with hole wall；After grout cures, closes tapping pipe and open static pressure grouting
Stage；
F) surrouding rock deformation real-time monitoring ensures that engineering safety is implemented.
The step A) in 1) specifically include the rock of the weak cementing water barrier that research causes between calamity water-bearing layer and underground engineering
Property and thickness space Distribution Characteristics, qualitative analysis administer area's rock mass underground aquaporin forming process and rock mass reduction deformation original
Cause judges a possibility that absciss layer occurs.
It 2) specifically includes in the step A and research area is pushed up using transient electromagnetic, geological radar geophysical exploration about exhausted method
Plate is detected, and top plate rich water zone position and form are analyzed；By with hydrogeologic section joint interpretation, draw a circle to approve and absciss layer area or lead
Water constructs controlling water-containing space, that is, conduit pipe range, instructs inlet well and drain hole pattern and depth.
Interim rigid protection in the step B is selected as grillage, concrete column or I-steel according to construction condition
Bracing members, 1000 ~ 2000mm of every Pin spacing；The C20 gunite concrete that the flexible support uses with a thickness of 250mm thickness, it is built-in
Single layer steel mesh.
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, the decompression hole that sluices is applied in master control containing on permeable structure
Trip forces underground water to be mainly discharged along drain hole so that Groundwater movement channel is truncated.
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 steps are as follows:
First using Noncoring drill bit aperture to 6m, the long 5m outer diameter seamless steel pipe of tripping in makees level-one orifice tube；
It is cased with the 1# mould bag processed by geotextiles on the outside of the level-one orifice tube, and mould bag is located at and is welded on level-one orifice tube
On two 1# limiters between；
The 1# mould bag upper/lower terminal head is fixed on level-one outside of sleeve using wire binding mode, and lower end connects 1#
Grouting Pipe；
Pass through the slip casting into 1# mould bag of 1# Grouting Pipe behind level-one orifice tube tripping in hole；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R are general
Logical cement quality ratio is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and
Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2.5MPa；
1# mould bag is propped up after the grout cures of injection, at the same squeeze around be crushed soft rock mass, reach level-one orifice tube with
Breaking surrounding rock is closely engaged and the purpose of fixed orifice pipe；
After level-one orifice tube is fixed, constructed using Noncoring drill bit to design hole depth, the second hole of tripping in seamless steel pipe production
Mouth pipe；Fixing seal is rolled up by quick-hardening cement between the second level orifice tube and level-one orifice tube；
Second level aperture length of tube is 10 ~ 15m, and 5 ~ 10m of front end is fabricated to floral tube, is drilled with multiple groups water seepage hole, has both played drilling
Retaining wall effect, prevents drilling from blocking, and underground water in water abundant ground can be made to be 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；The 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, successively implements slip casting to each sequence hole according to I ~ III sequence in work progress.
Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R are general
Logical cement quality ratio is 0.8:1 ~ 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement list
Slurry and waterglass volume ratio are 1:1 ~ 3:1, and slip casting termination pressure is selected as 2 ~ 3MPa.
The step E) in, sluicing decompression hole, which blocks, uses sluicing-slip casting and static pressure grouting two stages grouting method, including
Following steps:
It is processed into tapping pipe first with seamless steel pipe, tapping pipe both ends thread is connected to each other by screw thread；
The 2# mould bag processed by geotextiles is cased on the outside of the tapping pipe of the top, and 2# mould bag is between 2# limiter；
2# mould bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, and lower end connects 2# Grouting Pipe；
Tapping pipe is sent to predetermined position through screwed connection drilling machine, by drilling machine, i.e. 2# mould bag is arranged to master control in drilling
1 ~ 2m below conduit pipe position；
After tapping pipe tripping in, using 2# Grouting Pipe to 2# mould bag slip casting；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R are general
Logical cement quality ratio is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and
Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2 ~ 3MPa；
2# mould bag is propped up after injection grout cures, while squeezing and being crushed soft rock mass around to fix tapping pipe, and forcing
Water burst is flowed out through tapping pipe in hole；
Tapping pipe lower end is connect with second level orifice tube through 1# filling adaptor；
1# filling adaptor processes two circular holes and is each passed through tapping pipe and 2# by screwed connection second level orifice tube, bottom plate
Grouting Pipe installs latter three to tapping pipe and is welded and fixed；
Annular space between tapping pipe and hole wall becomes the slurries diffusion admittance of first stage slip casting；
First stage slip casting is to be let out by the 3# Grouting Pipe connecting with 1# filling adaptor in tapping pipe in sluicing-slip casting stage
Implement during water, reinforces drain hole superficial part country rock；
Injecting paste material uses cement single slurry, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water shale
Amount is than 0.8:1~1:1,3 ~ 4MPa of grouting pressure.
After sluicing-slip casting stage terminates 48 hours, slurries gelinite is able to bear grouting pressure；
Being blocked using tapping pipe slip casting containing conduit pipe is the static pressure grouting stage, passes through screwed connection through 2# filling adaptor
Sluicing tube end, water burst can be closed by closing high-pressure ball valve；
Implement static pressure grouting through 4# Grouting Pipe, static pressure grouting mainly filling tapping pipe and its exposure contain conduit pipe,
And by high pressure ground water preservation space metathesis be slurries, thus reach block channel, intercept water source, reinforce the multiple mesh of water barrier
's.
Injecting paste material selects cement single slurry, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water shale
Amount is than 0.8:1~1:1,4 ~ 5MPa of grouting pressure.
The step F) in, during drilling applies and Grouting engineering is implemented, according to country rock situation in seepage failure damage type
Monitoring section is arranged in catastrophe area and the zone of influence, and 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 adjustment.
The beneficial effects of the present invention are: the present invention solves existing method punishment roof rock mass because of seepage failure while causing
Concentrate the improvement period of the geological disasters such as water burst and rock stratum large deformation is long, effect is undesirable, easily causes secondary geological disaster etc. to ask
Topic.After taking this engineering method to construct, by weak cementing rock mass reinforcing and high-pressure high-flow water burst block by different level, it is real stage by stage
It applies, shortens the punishment duration of the weak cementing country rock seepage failure type geological disaster of top of underground, ensured surrounding rock consolidation model
It encloses and intensity, especially centralized high voltage big flow concentrates water burst area country rock to be reinforced by different level, avoid mandatory static pressure note
Secondary geological disaster caused by slurry occurs, and effectively increases governance quality, creates good Social benefit and economic benefit.
Detailed description of the invention
Fig. 1 is construction technology process block diagram of the invention；
Fig. 2 is the diagrammatic cross-section of resolution of the present invention；
Fig. 3 is sluicing decompression hole structural schematic diagram of the invention；
Fig. 4 is that sluicing decompression hole of the invention blocks schematic diagram；
In figure, 1, rich water water-bearing layer；2, weak cementing rock mass (relative water resisting layer)；3, the underground space；4, separated strata seeper area；5,
Permeable structure；6, sluicing decompression hole；7, interim rigid protection；8, temporary flexible supporting；9, delamination pour slurry reinforced hole；10, level-one
Orifice tube；11,1# mould bag；12,1# limiter；13,1# Grouting Pipe；14, second level orifice tube；15, overflow hole；16, quick-hardening cement
Volume；17, tapping pipe；18,2# mould bag；19,2# limiter；20,2# Grouting Pipe；21,1# filling adaptor；22, slurries diffusion annular
Space；23,3# Grouting Pipe；24,2# filling adaptor；25, high-pressure ball valve；26,4# Grouting Pipe；27, monitoring section.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.
This specification structure depicted in this specification institute accompanying drawings, ratio, size etc., only to cooperate specification revealed interior
Hold, so that those skilled in the art understands and reads, is not intended to limit the invention enforceable qualifications, therefore does 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 influencing the present invention
Under raw effect and the purpose that can reach, should all still it fall in the range of disclosed technology contents obtain and can cover.
Meanwhile cited such as "upper" in this specification, "lower", "left", "right", " centre " and " one " term, be merely convenient to
Narration is illustrated, rather than to limit the scope of the invention, relativeness is altered or modified, without substantive change
Under technology contents, when being also considered as the enforceable scope of the present 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:
1, conjunctive use geological analysis and geophysical exploration about exhausted means are found out and administer area's hydrogeologic condition
According to the geological prospecting borehole data near the underground engineerings such as tunnel or tunnel, draws and administer area's large scale hydrology
Log sheet analyzes the lithology combination feature and geological structure developmental state of superstratum, determines 1 layer of cause calamity water-bearing layer (body)
Position and geological structure type.Research causes the weak cementing rock mass (relative water resisting layer) 2 between calamity water-bearing layer (body) 1 and underground engineering 3
Lithology and thickness space Distribution Characteristics, qualitative analysis administer area's rock mass underground aquaporin forming process and rock mass reduction deformation
The reason of, judge a 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, analyzes top plate
Rich water zone position and form.By with hydrogeologic section joint interpretation, draw a circle to approve the controllings such as absciss layer area 4 or permeable structure 5 contain
Hydrospace (conduit pipe) range, instructs inlet well and drain hole pattern and depth.
2, seepage failure destroys supporting in section and the zone of influence and strengthens
Section and adjacent 10 ~ 20m model are destroyed to seepage failure using the means that interim rigid protection is combined with flexible support
Enclose interior formation supporting strengthening segment.
The interim rigid protection can be selected as grillage according to construction condition, cross section is the mixed of 500 × 500mm
Solidifying earth pillar or 25b I-steel bracing members, 1000 ~ 2000mm of every Pin spacing.The flexible support uses thick with a thickness of 250mm
C20 gunite concrete, the long steel mesh multiplied by wide 400m × 400m, φ 8mm of built-in single layer.
3, 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.Institute
The purpose is to reduce roof overburden mesohigh water during slip casting to prevent roof strata to the penetration of rock stratum for the sluicing decompression hole 6 stated
It is middle to form the Lentic environment for sealing high pressure and country rock compressive deformation is caused to destroy.
If top plate hydrous fluids are separated strata seeper area 4, directly against sluicing decompression hole of constructing in the middle part of absciss layer area；
If surrounding rock deterioration is mainly caused by the permeable structures such as tomography 5, the decompression hole that sluices is applied in master control structure containing water guide
Upstream is made, Groundwater movement channel is truncated, underground water is forced mainly to be discharged along drain hole.
Delamination pour slurry reinforced hole 9 is applied around sluicing decompression hole 6, injected hole point sequence is constructed, and using protrusive segmentation note
Slurry mode gradually reinforces superstratum from shallow to deep.Finally sluicing decompression hole slip casting is blocked, completes harnessing project.
4, 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 geology
Drilling machine construction elevation angle hole, step are as follows:
First using outer diameter φ 168mm Noncoring drill bit aperture to 6m, the long 5m outer diameter φ 146mm seamless steel pipe of tripping in makees level-one
Orifice tube 10.
It is cased with the 1# mould bag 11 processed by geotextiles on the outside of level-one orifice tube, and mould bag is located at and is welded on level-one orifice tube
Two 1# limiters 12 between.
11 upper/lower terminal head of 1# mould bag is fixed on level-one outside of sleeve using wire binding mode, and lower end connects 1# note
Starch pipe 13.
Pass through the slip casting into 1# mould bag 11 of 1# Grouting Pipe 13 behind level-one orifice tube tripping in hole.
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: (water is common with 42.5R for the cement slurry ratio of mud
Cement quality ratio) it is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and
Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2.5MPa.
The grout cures back brace molding bag of injection, while squeezing and being around crushed soft rock mass, reach level-one orifice tube and breaking
Broken country rock is closely engaged and the purpose of fixed orifice pipe.
After level-one orifice tube is fixed, constructed using outer diameter φ 137mm Noncoring drill bit to design hole depth, tripping in outer diameter φ
The second level orifice tube 14 of 108mm seamless steel pipe production.
Second level aperture length of tube is fixed according to the actual situation, and generally 10 ~ 15m, 5 ~ 10m of front end is fabricated to floral tube, is drilled with more
Group water seepage hole 15, both plays the role of borehole wall-protection, prevents drilling from blocking, and underground water in water abundant ground can be made to be discharged.
16 fixing seals are rolled up by quick-hardening cement between second level orifice tube 14 and level-one orifice tube, which is known
Engineering method；After the completion of the construction of sluicing decompression hole, disaster area underground water mainly passes through drain hole centralized discharge, and other locations of country rock are seeped
Discharge reduction.
It is depressured drilling laying delamination pour slurry reinforced hole around sluicing, laying mode is arranged as annular according to construction condition
Or rectangle.
Grouting and reinforcing hole is divided into 3 sequences, wherein I sequence hole, 3 spacing is 4 ~ 6m, II sequence hole, 4 spacing is 2 ~ 3m, III sequence hole
5 spacing are 1m, successively implement slip casting to each sequence hole according to I ~ III sequence 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: (water is common with 42.5R for the cement slurry ratio of mud
Cement quality ratio) it is 0.8:1 ~ 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement list
Slurry and waterglass volume ratio are 1:1 ~ 3:1, and slip casting termination pressure is selected as 2 ~ 3MPa.Above-mentioned grout coordinate ratio and grouting parameter are
Applicant is obtained by long-term engineering practice and summary of experience, ensure 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 need to be needed to adjust according to scene.
5, sluicing decompression hole high-pressure high-flow blocking in flowing water
After underground engineering roof cracking rock mass is reinforced, the sluicing decompression hole as concentration issue need to be sealed in time
It is stifled.Water burst has high-pressure high-flow feature in sluicing decompression hole, and long-time water burst will cause to wash away to hole wall rock mass, and cause to infuse
It starches stabilization zone rock mass water content to increase, slip casting effect reduces under long term, or even seepage failure damage type disaster occurs again.
In addition, the presence of sluicing decompression hole will lead to operating condition deterioration unless being used as dewatering orifice, it is unfavorable for keeping the safety in production, therefore must
It need be blocked.
Sluicing decompression hole is blocked to be carried out using sluicing-slip casting and static pressure grouting two stages grouting method.
It is processed into the tapping pipe 17 of single long 1500mm first with the seamless steel pipe of outer diameter Φ 63.5mm, wall thickness 8mm, lets out
Water pipe both ends thread, is connected to each other by screw thread.The 2# mould bag 18 processed by geotextiles, and 2# are cased on the outside of the tapping pipe of the top
Mould bag is between 2# limiter 19.
2# mould bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, and lower end connects 2# Grouting Pipe
20。
Tapping pipe is sent to predetermined position through screwed connection drilling machine, by drilling machine, i.e. 2# mould bag 18 is arranged to main in drilling
1 ~ 2m below conduct aquaporin position.
After tapping pipe tripping in, using 2# Grouting Pipe 20 to 19 slip casting of 2# mould bag.
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: (water is common with 42.5R for the cement slurry ratio of mud
Cement quality ratio) it is 1:1；Concentration of sodium silicate between 35 ~ 42Be, modulus be 2.3 ~ 3.0,42.5R ordinary cement single slurry and
Waterglass volume ratio is 2:1, and slip casting termination pressure is selected as 2 ~ 3MPa.
2# mould bag is propped up after injection grout cures, while squeezing and being crushed soft rock mass around to fix tapping pipe, and forcing
Water burst is flowed out through tapping pipe in hole.
17 lower end of tapping pipe is connect with second level orifice tube through 1# filling adaptor 21.1# filling adaptor passes through screwed connection second level
Orifice tube, bottom plate process two circular holes and are each passed through tapping pipe 17 and 2# Grouting Pipe 20, install latter three to tapping pipe
It is welded and fixed.
Annular space 22 between tapping pipe 17 and hole wall becomes the slurries diffusion admittance of first stage slip casting.
First stage slip casting be sluicing-slip casting stage sluiced by the 3# Grouting Pipe 23 being connect with 1# filling adaptor
Pipe is implemented under the conditions of sluicing, and reinforces drain 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 ratio) 0.8:1~1:1,3 ~ 4MPa of grouting pressure.
After sluicing-slip casting stage terminates 48 hours, slurries gelinite has some strength, and Surrounding Rock Strength is higher, Neng Goucheng
By grouting pressure.
Being blocked using tapping pipe slip casting containing conduit pipe is the static pressure grouting stage.
Through 2# filling adaptor 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 static pressure grouting is mainly the conduit pipe that contains for filling tapping pipe and its exposure, and by underground water
Existing space metathesis is slurries, blocks channel to reach, intercepts water source, reinforce the multipurpose of water barrier.Injecting paste material
Cement single slurry is selected, grouting parameter is as follows: the cement slurry ratio of mud (water and 42.5R ordinary cement mass ratio) 0.8:1~1:1,
4 ~ 5MPa of grouting pressure.
6, surrouding rock deformation real-time monitoring ensures that engineering safety is implemented
During drilling applies and Grouting engineering is implemented, according to country rock situation in seepage failure damage type catastrophe area and the zone of influence
Arrange monitoring section, catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, implements the phase with supervision control engineering
Between top plate sedimentation and lateral wall convergent deformation situation.Monitoring curve is drawn simultaneously, the dynamic of grouting pressure is instructed to adjust.
Above-mentioned, although the foregoing specific embodiments of the present invention is described with reference to the accompanying drawings, not protects model to the present invention
The limitation enclosed, those skilled in the art should understand that, based on the technical solutions of the present invention, those skilled in the art are not
Need to make the creative labor the various modifications or changes that can be made still within protection scope of the present invention.
Claims (10)
1. a kind of weak cementing rock mass seepage failure area slip casting integrated control method of top of underground, characterized in that including following
Step:
A) conjunctive use geological analysis and geophysical exploration about exhausted means are found out and administer area's hydrogeologic condition, comprising:
1) draws research area's hydrogeological profile, analyzes underground engineering superstratum lithology combination feature, determines and causes calamity aqueous
Layer and master control conduit pipe type；
2) carries out the work of top plate geophysical exploration about exhausted, draws a circle to approve overlying strata hydrous fluids form and range, hazard management is instructed to work；
B) seepage failure destroys supporting in section and the zone of influence and strengthens, i.e., is combined using interim rigid protection with flexible support
Means destroy seepage failure and form supporting strengthening segment within the scope of section and adjacent 10 ~ 20m；
C) sluicing decompression-delamination pour slurry resolution design is constructed sluicing decompression hole in roof strata hydrous fluids, around letting out
Water decompression hole applies delamination pour slurry reinforced hole, and injected hole point sequence is constructed, and using protrusive segmenting slip casting mode to superstratum
It gradually reinforces from shallow to deep；Finally sluicing decompression hole slip casting is blocked；
D) the construction of sluicing decompression hole and delamination pour slurry engineering construction of the to step C), sufficiently reinforces the water-bearing structure of country rock mesohigh
Weak cementing rock mass between underground engineering fills, and inlet well arrangement and grouting parameter in the light of actual conditions dynamically adjust；
E) sluicing decompression hole high-pressure high-flow blocking in flowing water, including sluicing decompression hole use sluicing-slip casting and static pressure grouting two
Stage grouting method carries out；Water burst controlling in hole is drained by tapping pipe in sluicing decompression hole, steel pipe is fixed by mould bag
And sluicing-slip casting stage annular diffusion space is constituted with hole wall；After grout cures, closes tapping pipe and open static pressure grouting
Stage；
F) surrouding rock deformation real-time monitoring 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 described in claim 1, special
Sign 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 of thickness space Distribution Characteristics, area's rock mass underground aquaporin forming process and rock mass reduction deformation are administered in qualitative analysis,
Judge a possibility that absciss layer occurs.
3. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as described in claim 1, special
Sign be 2) specifically included in the step A using transient electromagnetic, geological radar geophysical exploration about exhausted method to research area's top plate into
Row is detected, and top plate rich water zone position and form are analyzed；By with hydrogeologic section joint interpretation, draw a circle to approve absciss layer area or water guide structure
Controlling water-containing space i.e. conduit pipe range is made, inlet well and sluicing decompression hole pattern and depth are instructed.
4. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as described in claim 1, special
Sign is that the interim rigid protection in the step B is selected as grillage, concrete column or I-steel steel branch according to construction condition
Support, 1000 ~ 2000mm of every Pin spacing；The C20 gunite concrete that the flexible support uses with a thickness of 250mm thickness, built-in single layer
Steel mesh.
5. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as described in claim 1, special
Sign 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, the decompression hole that sluices is applied in master control upstream containing permeable structure,
Groundwater movement channel is truncated, underground water is forced mainly to be discharged along sluicing decompression hole.
6. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as described in claim 1, special
Sign 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, steps are as follows:
First using Noncoring drill bit aperture to 6m, the long 5m outer diameter seamless steel pipe of tripping in makees level-one orifice tube；
It is cased with the 1# mould bag processed by geotextiles on the outside of the level-one orifice tube, and mould bag is located at and is welded on level-one orifice tube
Between two 1# limiters；
The 1# mould bag upper/lower terminal head is fixed on level-one outside of sleeve using wire binding mode, and lower end connects 1# slip casting
Pipe；
Pass through the slip casting into 1# mould bag of 1# Grouting Pipe behind level-one orifice tube tripping in hole；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water
Mud mass ratio is 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement single slurry and water glass
Glass volume ratio is 2:1, and slip casting termination pressure is selected as 2.5MPa；
1# mould bag is propped up after the grout cures of injection, while squeezing and being around crushed soft rock mass, reaches level-one orifice tube and is crushed
Country rock is closely engaged and the purpose of fixed orifice pipe；
After level-one orifice tube is fixed, constructed using Noncoring drill bit to design hole depth, the second level orifice tube of tripping in seamless steel pipe production；
Fixing seal is rolled up by quick-hardening cement between the second level orifice tube and level-one 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, special
Sign is that second level aperture length of tube is 10 ~ 15m, and 5 ~ 10m of front end is fabricated to floral tube, is drilled with multiple groups water seepage hole.
8. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as described in claim 1, special
Sign is the step D) in, delamination pour slurry reinforced hole is laid around sluicing decompression hole, lays mode according to construction condition cloth
It is set to annular or rectangle；The grouting and reinforcing hole is divided into 3 sequences, wherein I sequence pitch of holes is 4 ~ 6m, II sequence pitch of holes is
2 ~ 3m, III sequence pitch of holes are 1m, successively implement slip casting to each sequence hole according to I ~ III sequence in work progress；
Injecting paste material selects cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water
Mud mass ratio is 0.8:1 ~ 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement single slurry
It is 1:1 ~ 3:1 with waterglass volume ratio, slip casting termination pressure is selected as 2 ~ 3MPa.
9. the weak cementing rock mass seepage failure area slip casting integrated control method of top of underground as described in claim 1, special
Sign is the step E) in, sluicing decompression hole, which blocks, uses sluicing-slip casting and static pressure grouting two stages grouting method, including with
Lower step:
It is processed into tapping pipe first with seamless steel pipe, tapping pipe both ends thread is connected to each other by screw thread；
The 2# mould bag processed by geotextiles is cased on the outside of the tapping pipe of the top, and 2# mould bag is between 2# limiter；
2# mould bag upper/lower terminal head is fixed on the outside of tapping pipe using wire binding mode, and lower end connects 2# Grouting Pipe；
Tapping pipe is sent to predetermined position through screwed connection drilling machine, by drilling machine, i.e. 2# mould bag is arranged to master control water guide in drilling
1 ~ 2m below channel position；
After tapping pipe tripping in, using 2# Grouting Pipe to 2# mould bag slip casting；
Injecting paste material uses cement-sodium silicate double liquid, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R light water
Mud mass ratio is 1:1；For concentration of sodium silicate between 35 ~ 42Be, modulus is 2.3 ~ 3.0,42.5R ordinary cement single slurry and water glass
Glass volume ratio is 2:1, and slip casting termination pressure is selected as 2 ~ 3MPa；
2# mould bag is propped up after injection grout cures, while squeezing and being crushed soft rock mass around to fix tapping pipe, and forcing in hole
Water burst is flowed out through tapping pipe；
Tapping pipe lower end is connect with second level orifice tube through 1# filling adaptor；
1# filling adaptor processes two circular holes and is each passed through tapping pipe and 2# slip casting by screwed connection second level orifice tube, bottom plate
Pipe, the fixed latter three of decompression hole to be sluiced are welded and fixed；
Annular space between tapping pipe and hole wall becomes the slurries diffusion admittance of first stage slip casting；
First stage slip casting is sluicing-slip casting stage, by the 3# Grouting Pipe connecting with 1# filling adaptor, in tapping pipe sluicing item
Implement under part, reinforces sluicing decompression hole superficial part country rock；
Injecting paste material uses cement single slurry, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R ordinary cement mass ratio
0.8:1~1:1,3 ~ 4MPa of grouting pressure；
After sluicing-slip casting stage terminates 48 hours, slurries gelinite is able to bear grouting pressure；
Being blocked using tapping pipe slip casting containing conduit pipe is the static pressure grouting stage, is sluiced through 2# filling adaptor by screwed connection
Tube end, water burst can be closed by closing high-pressure ball valve；
Implement static pressure grouting through 4# Grouting Pipe, static pressure grouting mainly filling tapping pipe and its exposure contain conduit pipe, and will
Space metathesis existing for underground water is slurries, blocks channel to reach, intercepts water source, reinforce the multipurpose of water barrier；
Injecting paste material selects cement single slurry, and grouting parameter is as follows: the cement slurry ratio of mud, that is, water and 42.5R ordinary cement mass ratio
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 described in claim 1, special
Sign is the step F) in, during drilling applies and Grouting engineering is implemented, according to country rock situation in seepage failure damage type catastrophe
Monitoring section is arranged in area and the zone of influence, and catastrophe area monitoring section spacing is 3 ~ 5m, and zone of influence monitoring section is 5 ~ 10m, with monitoring
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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710660504.XA CN107288657B (en) | 2017-08-04 | 2017-08-04 | The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710660504.XA CN107288657B (en) | 2017-08-04 | 2017-08-04 | The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107288657A CN107288657A (en) | 2017-10-24 |
| CN107288657B true CN107288657B (en) | 2019-01-29 |
Family
ID=60105256
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710660504.XA Active CN107288657B (en) | 2017-08-04 | 2017-08-04 | The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107288657B (en) |
Families Citing this family (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107956225A (en) * | 2017-11-22 | 2018-04-24 | 中国煤炭地质总局水文地质局 | Discarded small-size coal mine top panel area administers the processing method for reducing the increment of groundwater |
| CN108487918B (en) * | 2018-03-06 | 2019-04-02 | 山东科技大学 | Tunneling and underground engineering wall-rock crack water grouting treatment design method |
| CN108412498B (en) * | 2018-03-06 | 2019-04-02 | 山东科技大学 | Freeze sinking construction pit shaft annular causes calamity channel grouting treatment design method |
| CN108915736B (en) * | 2018-07-13 | 2020-04-24 | 中煤科工集团西安研究院有限公司 | Method for preventing and controlling water damage of roadway tunneling under strong water-rich and weak-cementation aquifer |
| CN109611109B (en) * | 2018-11-05 | 2019-12-24 | 青岛市地铁一号线有限公司 | Advanced control method and system for disaster source of tunnel TBM construction broken zone |
| CN109611146B (en) * | 2018-11-29 | 2020-10-13 | 山东科技大学 | Separation layer water drainage grouting method |
| CN110331994B (en) * | 2019-04-30 | 2023-08-15 | 宁夏久威矿山安全工程有限责任公司 | Method for preventing and controlling water spraying of separation broken roof of tunneling roadway |
| CN110159307A (en) * | 2019-05-16 | 2019-08-23 | 北京市政建设集团有限责任公司 | A kind of tunnel multilayer grouting process |
| CN110017155B (en) * | 2019-05-23 | 2020-11-06 | 合肥工业大学 | Grouting reinforcement water-proof method for water-rich gravel layer of top plate of coal face |
| 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 |
| CN110905556B (en) * | 2019-12-20 | 2021-01-05 | 山东科技大学 | Efficient mixing alternating type double-hole sectional grouting method |
| CN112281878B (en) * | 2020-08-28 | 2021-07-09 | 浙大城市学院 | Positioning grouting reinforcement method for treating underground water seepage damage of foundation pit engineering |
| CN112049139B (en) * | 2020-08-28 | 2021-07-09 | 浙大城市学院 | Drainage grouting guide pipe and using method thereof |
| CN112832810B (en) * | 2021-03-04 | 2022-03-22 | 淮北市平远软岩支护工程技术有限公司 | Support method for fractured-interval argillization rheological rock mass |
| 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 |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101839139A (en) * | 2010-02-09 | 2010-09-22 | 铁道部工程管理中心 | Information tracking grouting method |
| CN102493822A (en) * | 2011-12-29 | 2012-06-13 | 中铁二十三局集团有限公司 | Method for performing curtain grouting construction on tunnel by water rich fault influence zone |
| CN104370508A (en) * | 2014-10-15 | 2015-02-25 | 山东科技大学 | Coal mine floor rock mass grouting reinforcement method and grouting slurry |
| CN105625292A (en) * | 2016-02-03 | 2016-06-01 | 山东科技大学 | Grouting reinforcement effect three-dimensional spatial data acquisition method for weak broken rock body |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02215887A (en) * | 1989-02-17 | 1990-08-28 | Taguchi Kenkyusho:Kk | Grouting |
-
2017
- 2017-08-04 CN CN201710660504.XA patent/CN107288657B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101839139A (en) * | 2010-02-09 | 2010-09-22 | 铁道部工程管理中心 | Information tracking grouting method |
| CN102493822A (en) * | 2011-12-29 | 2012-06-13 | 中铁二十三局集团有限公司 | Method for performing curtain grouting construction on tunnel by water rich fault influence zone |
| CN104370508A (en) * | 2014-10-15 | 2015-02-25 | 山东科技大学 | Coal mine floor rock mass grouting reinforcement method and grouting slurry |
| CN105625292A (en) * | 2016-02-03 | 2016-06-01 | 山东科技大学 | Grouting reinforcement effect three-dimensional spatial data acquisition method for weak broken rock body |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107288657A (en) | 2017-10-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107288657B (en) | The weak cementing rock mass seepage failure area slip casting integrated control method of top of underground | |
| CN105041325B (en) | Construction method of high-tension water-rich extra-large-section weak breccia tunnel | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN108915736B (en) | Method for preventing and controlling water damage of roadway tunneling under strong water-rich and weak-cementation aquifer | |
| CN108240234B (en) | A kind of Along Railway underlies coal mine gob Grouting method | |
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN103603689B (en) | Curtain grouting construction method for treating mined-out areas | |
| CN105201448B (en) | Block water slip casting method for blocking in a kind of high-pressure high-flow water gushing channelway | |
| CN103821544B (en) | Tunneling and underground engineering high-pressure high-flow is dashed forward Water outburst treatment method | |
| CN103061785B (en) | Grouting process for borehole casing pressure-proof seepage sealing grouting device for drilling roadway breaking water burst surrounding rock | |
| CN106014201B (en) | A kind of outer release hole safe construction technique of tunnel grouting curtain | |
| CN102705005B (en) | Technology for plugging water bursting in mine by directional diversion grouting | |
| CN106320354B (en) | The Seepage method on solution cavity development stratum under coating | |
| JP5182922B2 (en) | Water stop grout method and system under high water pressure | |
| CN106703692A (en) | Method using surface orientation bedding drilling grouting to reinforce laminar limestone | |
| CN107060834A (en) | Grout injection control technique is oozed in drainage slowly under back rich water broken condition | |
| CN103628912A (en) | Goaf management filling grouting construction method | |
| CN105155563A (en) | Reinforcing and treating method for water burst of soft-flow muddy stratum of foundation pit | |
| CN207177933U (en) | A kind of advanced plugging structure of high-pressure high-flow underground water | |
| CN108868776B (en) | The high pressure-bearing broken rock of deep-well induces pre-pouring grout reinforcement means in advance | |
| CN108678772A (en) | A kind of multilevel hierarchy suspension device and its construction method for rich water sandy gravel stratum tunnel | |
| CN113073983B (en) | Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone | |
| CN109595029A (en) | Goaf partial stowage supporting structure and its construction method under the conditions of tight roof | |
| CN108797620A (en) | A kind of OPT construction method of interlocking pile | |
| CN108915690B (en) | Novel method for preventing water gushing of vertical shaft well wall in vertical shaft aquifer tunneling |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |