CN106837351A - Tunnel karst water detection and treatment method - Google Patents
Tunnel karst water detection and treatment method Download PDFInfo
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- CN106837351A CN106837351A CN201710046172.6A CN201710046172A CN106837351A CN 106837351 A CN106837351 A CN 106837351A CN 201710046172 A CN201710046172 A CN 201710046172A CN 106837351 A CN106837351 A CN 106837351A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B49/00—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells
-
- 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
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V3/00—Electric or magnetic prospecting or detecting; Measuring magnetic field characteristics of the earth, e.g. declination, deviation
- G01V3/08—Electric or magnetic prospecting or detecting; Measuring magnetic field characteristics of the earth, e.g. declination, deviation operating with magnetic or electric fields produced or modified by objects or geological structures or by detecting devices
- G01V3/083—Controlled source electromagnetic [CSEM] surveying
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Remote Sensing (AREA)
- Soil Sciences (AREA)
- Fluid Mechanics (AREA)
- General Physics & Mathematics (AREA)
- Geophysics (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a tunnel karst water detection and treatment method, which comprises the following steps: a. detecting karst, wherein before tunnel construction, the geological disaster condition of surrounding rocks in front of a tunnel face is known, and the position, scale and size of the karst are determined; b. grouting construction of the large pipe shed; c. and (5) small guide pipe or curtain grouting construction. The invention adopts the treatment principle of 'taking blockage as a main part and combining blockage removal', and establishes the basic idea of the tunnel karst water treatment technology. The specific position and water inflow amount of the karst water are detected, and measures for leading and discharging partial karst water are taken in time, so that the safety of operating personnel and equipment can be ensured; on the basis of analyzing the karst water and leading and discharging partial karst water, the full-section advanced pre-grouting is carried out on the tunnel, and a channel of the karst water is plugged, so that the safety of tunnel construction is ensured. The method has strong applicability to tunnel karst water treatment construction; meanwhile, the method has reference and reference significance for the construction of roads, municipal administration and water conservancy tunnels (holes) similar to geological conditions.
Description
Technical field
The present invention relates to a kind of karst water detection Treatment Methods, especially, it is related to a kind of Tunnel Karst water detection punishment side
Method.
Background technology
China's karst collapse is distributed more widely, and many fields are all deeply hurt.Wherein, highway, railway and mine are aggrieved most
Seriously, secondly it is irrigation and water conservancy, urban construction, road and pipeline road facility etc..With the implementation of China's strategy to develop western regions,
Highway, railway constantly extend to mountain area, according to " 13 " planning after being adjusted at the beginning of Chinese transportation portion 2016, " ten
Three or five " end, highway in China mileage open to traffic reaches 1,500,000 kilometers, and wherein highway mileage open to traffic is up to 13.8 ten thousand kilometers.Greatly
That measures passes through karst area the need for the highway in building or planning is inevitable, and substantial amounts of each present on route
The construction that solution cavity is planted to roadbed, abutment basis and tunnel brings many difficulties.Therefore, research karst is to Analyses of Tunnel Wall Rock Stability
Influence and constructing tunnel Process of Karst Treating technology there is significant theory significance and application value.
Harm of the karst water to Tunnel Engineering is huge, and during constructing tunnel, water gushing out with high pressure is easy to obstruction and applies
Work and cause casualties, and with the discharge of karst water, easily cause surface subsidence, cause water resource to reduce, land resource
Deterioration, geological environment deteriorate, cause water pollution etc..Karst accumulation thing also caves in sinking because of the flowing of underground water, from
And change the stress distribution form on cave periphery, influence the stabilization in tunnel.Therefore, it is necessary to enter to the karst water of this big water yield
Row preventing and treating.
The content of the invention
The technical problems to be solved by the invention be to provide one kind can solve existing tunnel karst water tend to interfere with construction and
Cause casualties, and with the discharge of karst water, easily cause surface subsidence, cause water resource reduction, the evil of land resource
Change, geological environment deteriorates, causes water pollution；Karst accumulation thing also caves in sinking because of the flowing of underground water, so as to change hole
The stress distribution form on cave periphery, influences the Tunnel Karst water detection Treatment Methods of the technical problem of the stabilization in tunnel.
In order to solve the above-mentioned technical problem, the Tunnel Karst water detection Treatment Methods that the present invention is provided, comprise the following steps：
A, Karst, before constructing tunnel, understand front of tunnel heading wall rock geology disaster scenarios it, determine position, the scale of karst
And size；B, steel tube shed mortar depositing construction；C, ductule or Curtain Grouting Construction.
Specifically, the Karst in step a drills method using advance geologic, and front of tunnel heading is disclosed using horizontal drill
Rock mass, judges front country rock situation, so as to reach in advance by the flow of the water outlet that drills, the rate of penetration of drilling rod and color
Prediction；By probing mode, advance geologic probing is divided into core drilling and percussive drilling；According to drilling depth, advance geologic probing
Method includes advanced shallow exploratory boring method and advanced deep hole probing method；According to front country rock situation, quantity, the angle of design and keyhole
Degree and drillable length.
Specifically, the Karst in step a uses geological radar method, by underground send impulse form high frequency or
Very high frequency electromagnetic wave, electromagnetic wave is propagated in media as well, and when the buried target body that there is electrical property difference is run into, electromagnetic wave just occurs
Transmitting, is received when returning to ground by reception antenna, then the radar wave that reception antenna is received is processed and analyzed
On the basis of, according to the radar waveform, intensity that receive and the locus of two-way time parametric inference buried target body, structure,
Electrical and geometric shape, so as to reach the detection to underground objective body.
Specifically, the steel tube shed mortar depositing construction in step b, super-front large pipe shed uses hidden hole drilling pore-creating, and steel pipe uses rig
Propeller jacking, using high-pressure injection pump slip casting.
Specifically, the steel tube shed mortar depositing construction in step b, specially：Perform guiding wall, at hole the outer spring line of mileage with
Lower earth work stays one to be about 5m platforms, and then hole intersection erects steelframe outside hole, spacing by construction drawing requirements, with company
Muscle is connect to be welded into a whole；Guiding steel pipe is installed on bracing members, quantity, ring spacing and outer limb are consistent with steel tube shed；Lead
To be measured to the installation of steel pipe and be accurately positioned, make steel pipe position and direction accurate, it is overall to be oriented to steel pipe with steelframe weldering；Branch
Shuttering, then perfusion be oriented to wall, be oriented to wall after the completion of, gunite concrete closing around face upward it is domatic, to prevent slurries from surrounding
Face upward slope seepage；Drilling, using down-the-hole drill, from guide pipe every hole drilling；During perforate, low pressure completely turns, and treats pore-forming 0.5m-1.5m
Afterwards, appropriate pressurization, using effective keyhole quality of measuring apparatus such as dipmeters in drilling process, it is ensured that whole hole deviation proportion is 1/
Within 2000；Steel tube shed steel pipe is installed, is first carried out duct before pipe canopy penstock installation jacking and is swept idle job, it is therefore an objective to rock in cleaning hole
Quarrel, and along through hole road；By mechanical jacking, steel pipe joint intersegmental use screwed connection during jacking, saves long to pipe boron steel pipe using 2m-10m
Tube coupling is used alternatingly, and to ensure that piece-ups of the tunnel longitudinally in same section are not more than 50%, slip casting is bored according to design on tube wall
Hole；Pipe ceiling in place after, steel pipe blocks tight with the material such as ligament accelerated cement is oriented to, in case grout during slip casting；Slip casting,
It is first that mud in hole is clean clearly before slip casting, then slip casting is carried out, slurries use cement mortar, grouting pressure 1.0Mpa-2.0Mpa, note
Slurry parameter is adjusted according to field test；In order to prevent that grout leaking occurs during slip casting in work progress, a hole is often drilled,
Steel pipe and the slip casting in the hole are installed immediately, and the construction in next hole is then carried out again；Pipe canopy closure plug is provided with slurry-feeding hole and steam vent,
After steam vent flows out slurries, steam vent is closed, continue to be in the milk, when reaching construction drawing sign grouting amount or grouting pressure, can
Stop slip casting.
Specifically, the grouting with small pipe construction in step c includes：Preparation of construction, measurement and positioning, drilling, borehole cleaning are verified, pacified
Dress ductule and locking angle anchor tube, ductule and lock pin anchor tube slip casting.
Specifically, preparation of construction is specifically, ductule and lock pin anchor tube diameter use φ 42mm, the hot rolling of wall thickness 3.5mm
Seamless steel pipe, ductule single-unit length is 3.5m or 4.0m, and lock pin anchor tube length is 4.0m, and hole is spent in the processing slip casting of ductule wall,
Aperture is φ 6mm, and spacing is that 15cm is in quincunx arrangement, and front end 20cm is fabricated to garlic clove shape taper, in the range of tail end 30cm not
Drilling is used as only slurry section；Measurement and positioning is specifically, according to the advanced tubule position of design, ductule position is carried out with total powerstation
Surveying and locating work, and the mark of ductule position is performed on operation face with red paint, bore diameter is more than design
Conduit diameter 3m-5mm, drill φ 50mm, and hole depth is more than design length 10cm, and excavation length should be less than the supporting of advanced tubule
Length, slip casting uses stop grouting plug, and sets Grouting Pipe and blast pipe, blast pipe patchhole 5~10cm of bottom, and blast pipe uses φ 20
Plastic tube, slip casting ending standard designs grouting amount or design final pressure to reach；Drilling specifically, using air drill perforate, to design
Extrapolation angularly outer drilling, generally 3 ° -5 °, lock pin anchor tube is 30 ° of the angle of depression, is the effective lap of splice for ensureing ductule, is applied
The drilling depth of strict control tunnel excavation during work, so that the construction of subsequent cycle is smoothed out；Borehole cleaning verify specifically, using
Geological core bores cooperation drill bit and carries out cleaning bottom of hole back and forth, descum to bottom hole, it is ensured that aperture, hole depth meet the requirements, and prevent plug-hole,
Boring mud is cleared up from bottom hole to aperture with high-pressure blast, hole depth, inclination angle, outer limb are detected with theodolite, inclinometer etc.；Ductule is installed
And locking angle anchor tube specifically, install ductule in time after the completion of drilling, it is to avoid collapse hole occur, ductule and lock pin anchor tube jacking are adopted
Guided with macropore and the technique that is combined of air drill, i.e. subdrilling more than ductule diameter bullport, using rig stamping press and
Thrust low speed jacking steel pipe；Ductule and lock pin anchor tube slip casting are specifically, slurry configurations, injecting paste material and match ratio：Slip casting is adopted
With cement grout, the ratio of mud is 1：1；0.5~1MPa of grouting pressure, cement grade is PO32.5 cement, single ductule and lock
Pin anchor tube theory grouting amount：
Q=π R2L η α β
In formula, L is slip casting segment length；R is grout spreading range, takes 0.6L0,L0It is body spacing 40cm；H is earth bore
Gap rate, weathered rock formation 2~3%, broken-rock zone takes 5~8%, sand and takes 40~60%, and clay takes 20~40% calculating；η is
Fractured rate of rock mass；α is the effective pack completeness of slurries, takes 85%；β is slurries loss factor 1.05；The setting of Grouting Pipe, slip casting is used
Aperture Grouting Pipe slip casting, aperture blast pipe and Grouting Pipe, controlling switch is carried out by valve, and blast pipe uses the plastic tubes of Φ 20, insertion
At 5~10cm of bottom hole, the various pipelines such as Grouting Pipe are then connected, the hole between face and conduit is closed using Anchor Agent, prevented
Leak-stopping is starched；Aperture valve is closed, opening grouting pump carries out pipeline packer permeability test, if any leakage maintenance in time, test pressure is equal to
Final grouting pressure；Grout injection control, slip casting is started after the completion of conduit construction, and stop grouting plug is installed to institute's perforation before slip casting, while to pipe
Mouth carries out encapsulation process with aperture side；Cement grout uses mixer slurrying, and conduit steel pipe is injected using hydraulic pressure slip casting machine slurries
It is interior, pipeline and mechanical condition are first checked before slip casting, mud jacking experiment is made after confirming normally, it is determined that rational grouting parameter, applies according to this
Work；Slip casting is completed in two steps, after the slurries of first time slip casting fully shrink, carries out second slip casting, so that conduit filling is close
It is real；Final grouting pressure and grouting amount dual control measure are taken in slip casting, and grouting pressure is 0.5MPa-1.0MPa, stop after holding pressure 3mm-5mm
Slip casting, grouting amount is 1-2 times of drilling cylinder；If grouting amount transfinites, not up to pressure requirements, adjustment concentration of slurry continues to note
Slurry, until meeting grouting quality standard, it is ensured that hole is slurries filling around drilling surrounding rock body and steel pipe, can terminate note
Slurry；Slip casting effect judges that boring and coring is carried out to grouting and reinforcing area, and observation grouting filling situation is beaten non-porous again after conduit slip casting
Pipe is managed as checking, checks grouting quality, there is water burst color and a water yield in the non-porous pore of observable of water stratum, water color such as compared with
Clarification or entrainment cement slurry block, then slip casting effect is preferable, when such as water burst is mud color or larger water yield, answers after-teeming or weight
Note.
Specifically, the curtain-grouting in step c bores injected hole using rig in face, recycles slip casting machine to hole internal pressure
Injection slurry, the water in slurries extrusion rock seam is closely knit by the mixture slurry filling with some strength with the crack for ensureing country rock, and
It is integral with rock mass consolidation, form water-stop curtain.
Specifically, the Curtain Grouting Construction in step c includes：Seepproof screen construction, perforate, orifice tube installation, bored grouting,
Control, the control of slip casting pump discharge and the control of gel time of grouting pressure.
Specifically, seepproof screen construction builds concrete wall for grouting specifically, setting 50cm thickness C30 moulds in face before first run slip casting,
Hereafter respectively recycling the rock mass that slip casting do not excavate replaces wall for grouting, face to be closed with jetting cement, and thickness of shotcrete is
25cm-30cm；Perforate specifically, by design bore position is released in face, mark slip casting hole site with red paint, will bore
Tool alignment injected hole orifice position, adjustment rig to boring direction is consistent with design boring direction, fixed rig, and rig is using low
Pressure, the drill bit perforates of slow drilling speed Φ 80, are drilled into 2~3m depth, exit drilling rod；Orifice tube is installed specifically, being fixed using anchor pole
With Anchor Agent fixation, cotton yarn twice are wound at ring flange end 30cm and 60cm in orifice tube, epoxy resin is put into hole
Anchor Agent, orifice tube is headed into hole and is fixed with Anchor Agent, or orifice tube is headed into hole is fixed with anchor pole；Bored grouting is specific
For, after orifice tube installation, continue to drill, conduit, stop grouting plug are installed after pore-forming, slip casting is carried out, grouting mode is using segmentation
Protrusive slip casting, first drilling holes and late grouting bores one section of one section of note, until projected depth, for pore-forming difficulty stratum, construction should prepare
Tamping tube hammer, running pulp during to prevent non-slip casting section underground water from pouring into the scope of operation and slip casting, slip casting originates in face should be with jetting cement
Sealing slurry wall is made, thickness is not less than 20cm, and each slip casting section termination should ensure that the thick water-stop trays of not small 3m；Grouting pressure
Control specifically, before turn on pump rotational pressure adjusting knob slurry oil pressure adjust on desired oil pressure scale, with the increasing of slip casting resistance
Greatly, pump pressure is increased, and when setting is reached, meeting autostop is not to produce the danger of superpressure slip casting；Slip casting pump discharge
Control specifically, grouting pump uninterrupted by grouting pump discharge capacity regulation control knob and discharge capacity recorder easily controlled
System；Control two flows of grout outlet specifically, by adjusting grouting pump, change cement mortar of gel time are starched with waterglass
Injection ratio control, during slip casting, to ensure the accurate of gelling time, must often test, often convert concentration
Or during proportioning, it is necessary to sample it is real match somebody with somebody, gel time is determined, while being coagulated letting out slurry mouth and connecing slurry and determine dual slurry and determine the real note of dual slurry
The glue time, it is to avoid abnormal conditions occur.
Treatment Methods are detected using the Tunnel Karst water of above-mentioned technical proposal, is had very for Tunnel Karst water cure construction
Strong applicability；Highway, municipal administration, water conservancy tunnel (hole) construction simultaneously for similar geological condition is with reference, with reference to meaning
Justice.
The invention has the advantages that：
The present invention uses the punishment principle of " based on stifled, unimpeded combination ", establishes the base of Tunnel Karst water cure technology
This thought.Karst water particular location and water yield are detected, and takes the karst water measure of ejectment part in time, it can be ensured that made
Industry personnel and the safety of equipment；On the basis of to karst water analysis and ejectment part karst water, tunneling boring is carried out to tunnel and is surpassed
Preceding pre-pouring grout, blocks the passage of karst water, to ensure the safety of constructing tunnel.
In sum, the present invention be one kind can solve existing tunnel karst water tend to interfere with construction and cause casualties,
And with the discharge of karst water, easily cause surface subsidence, cause water resource reduction, the deterioration of land resource, geological environment to dislike
Change, cause water pollution；Karst accumulation thing also caves in sinking because of the flowing of underground water, so as to change the stress point on cave periphery
Cloth form, influences the Tunnel Karst water detection Treatment Methods of the technical problem of the stabilization in tunnel.
In addition to objects, features and advantages described above, the present invention also has other objects, features and advantages.
Below with reference to figure, the present invention is further detailed explanation.
Brief description of the drawings
The accompanying drawing for constituting the part of the application is used for providing a further understanding of the present invention, schematic reality of the invention
Apply example and its illustrate, for explaining the present invention, not constitute inappropriate limitation of the present invention.In the accompanying drawings：
Fig. 1 is the process chart of the preferred embodiment of the present invention；
Fig. 2 is the geologic radar detection schematic diagram of the preferred embodiment of the present invention；
Fig. 3 is the daguanpeng construction process chart of the preferred embodiment of the present invention；
Fig. 4 is the advanced tubule perisporium pre-pouring grout construction flow chart of the preferred embodiment of the present invention；
Fig. 5 is the curtain construction process flow chart of the preferred embodiment of the present invention.
Specific embodiment
Embodiments of the invention are described in detail below in conjunction with accompanying drawing, but the present invention can be limited by following and
The multitude of different ways of covering is implemented.
As shown in figure 1, the Tunnel Karst water detection Treatment Methods of the present embodiment, comprise the following steps：A, Karst,
Before constructing tunnel, front of tunnel heading wall rock geology disaster scenarios it is understood, determine position, scale and the size of karst；B, big pipe
Canopy mortar depositing construction；C, ductule or Curtain Grouting Construction.The present invention uses the punishment principle of " based on stifled, unimpeded combination ", really
The basic thought of Tunnel Karst water cure technology is found.Karst water particular location and water yield are detected, and is taken in time
Ejectment part karst water measure, it can be ensured that the safety of operating personnel and equipment；To karst water analysis and ejectment part karst water
On the basis of, tunneling boring front pre-grouting is carried out to tunnel, the passage of karst water is blocked, to ensure the safety of constructing tunnel.It is right
There is very strong applicability in Tunnel Karst water cure construction；Highway, municipal administration, water conservancy tunnel simultaneously for similar geological condition
Road (hole) construction has reference, reference significance.
Karst water cure principle：
In conventional constructing tunnel, the treatment to water is " based on row, unimpeded combination " mostly.But the punishment of " based on row "
Method brings a series of hidden danger (such as tunnel-liner cracking leak) to the operation in tunnel later stage, also results in ground and underground water is big
Amount is lost in, and has had a strong impact on the life of the environment and local common people of tunnel perimeter massif, therefore can use " based on blocking up,
The principle of unimpeded combination " punishes karst water.
During specific constructing tunnel, be arrange, be stifled or unimpeded is combined, this should be determined on a case-by-case basis：
1. when karst water main channel is cut off by constructing tunnel：If administering karst water using stifled method, not only can be right
Constructing tunnel and operation security are unfavorable, and can influence surrounding environment, it is therefore necessary to the method for taking diversion, can use culvert pipe
Or culvert carries out draining.
2. when karst water main channel is not cut off by constructing tunnel：If administering karst water using the method for row, not only
Underground water can be made seriously to be lost in, and surrounding environment can be influenceed, it is therefore necessary to which, using stifled method, the measure of water blockoff has tunneling boring
Pre-pouring grout, per-fore pouring liquid with small pipe, steel tube shed slip casting, radial grouting etc., as early as possible block penetrating passage.
3. when the pressure of front face karst water is big, rich water section is preferably tided over using the scheme of " unimpeded combination ", because slurry
Liquid is difficult to inject tunnel surrounding, often first water is suitably discharged, after treating that hydraulic pressure is dropped to a certain degree, to front face
Carry out slip casting.
Rich water Karst principle：
Advance geologic prediction method is the reflection characteristics that are produced in unevenly plastid using seismic wave forecasts tunnel
Development end front and surrounding close region geological state.It arranges that one is explosive broken in certain limit on the wall of development end rear
Point, carries out faint explosion successively, and the seismic signal of generation is propagated in tunnel surrounding rock body, when rock strength changes
When, it is returned than the part if any tomography or formation variations, signal, the receiver reception that the signal of return is specifically designed turns
Chemical conversion electric signal simultaneously gives amplification.The intensity difference of interface both sides rock is bigger, and the signal for reflecting is also stronger.By to anti-
The analysis for penetrating signal may determine that front geological with the presence or absence of rich water solution cavity, and determine position, size and the shape of rich water solution cavity
Shape.
In constructing tunnel, almost all of tunnel can all run into the problem of Karst geological disasters, the geology residing for tunnel
Environment is different, and the Disasters Type for being run into is also different.Therefore, before Tunnel Design with construction, be to Tunnel Engineering location
Engineering geological condition is reconnoitred in detail, but inexactness and karst tunnel geology complexity due to geological prospecting so that tunnel
The country rock situation come actually is exposed in road after excavating may be different with the data of geological prospecting, and this is also just directly resulted in reality
Country rock understanding in work progress to front of tunnel heading is unclear, therefore unexpected landslide, roof fall often occurs in construction, gushes
The accidents such as water, not only influence the construction period, and can cause damage and the casualties of construction machinery.If can exactly in tunnel
Front of tunnel heading wall rock geology disaster scenarios it is understood in construction in advance, such as whether forecast driving front has karst, fault belt
Deng harm geological structure, and these geometric shape, occurrence, the scales that construct etc., just can timely and reasonably arrange driving
Progress, arrangement and method for construction is corrected, safeguard procedures is arranged, is avoided dangerous situation from occurring.This task that exactly advanced geology for tunnel construction forecasts.
The forecast of Tunnel Karst advanced prediction accurately determines position, scale and the size of karst by advance geologic prediction system,
Including advance geologic prediction in advance geologic prediction outside hole and hole.
In the present embodiment, the Karst in step a drills method using advance geologic：
Advance geologic probing occupied an important position in karst advance geologic prediction, with it is direct, reliable the characteristics of.It is super
Preceding geological drilling method using horizontal drill disclose front of tunnel heading rock mass, by the flow of the water outlet that drills, the rate of penetration of drilling rod,
Color etc. judges front country rock situation to judge, is predicted in advance so as to reach.By probing mode can be divided into core drilling and
Percussive drilling；Include advanced shallow exploratory boring method and advanced deep hole probing method according to drilling depth advance geologic probing method.Drilling
Quantity, angle and drillable length can be controlled.
As shown in Fig. 2 in the present embodiment, the Karst in step a uses geological radar method：
The operation principle of geologic radar detection is to send high frequency, the very high frequency(VHF) of impulse form to underground by particular instrument
Electromagnetic wave.Electromagnetic wave is propagated in media as well, when the buried target body, such as karst, interface that there is electrical property difference is run into, electricity
Magnetic wave is just launched, and is received by reception antenna when returning to ground.At the radar wave received to reception antenna
On the basis of reason and analysis, according to the parameters such as radar waveform, intensity, the two-way time for receiving just deducibility buried target body
Locus, structure, electrical and geometric shape, so as to reach the detection to underground objective body, as shown in Figure 2.This is a kind of non-
Destructive Detection Techniques, can be safely used for the engineering ground in urban construction, and with detection accuracy higher and divide
Resolution.
As shown in figure 3, in the present embodiment, the daguanpeng construction technique in step b, including：
1st, super-front large pipe shed uses hidden hole drilling pore-creating, and steel pipe uses rig propeller jacking, high-pressure injection pump slip casting.
2nd, guiding wall is performed：At hole, the outer following earth work of spring line of mileage stays one to be about 5m platforms, then in hole
Outer hole intersection erects steelframe, and spacing is welded into a whole by construction drawing requirement with dowel.Guiding is installed on bracing members
Steel pipe, quantity, ring spacing and outer limb are consistent with steel tube shed.The installation of guiding steel pipe will be measured and is accurately positioned, and make steel pipe position
Put accurate with direction, it is overall to be oriented to steel pipe with steelframe weldering.Branching standing template, then perfusion is oriented to wall, is oriented to after the completion of wall,
Gunite concrete closing around face upward it is domatic, to prevent slurries from facing upward slope seepage from surrounding.Drilling platform scaffold is set up, is installed and is bored
Machine.
3rd, drill：Using down-the-hole drill, from guide pipe every hole drilling.During perforate, low pressure completely turns, after after pore-forming 1.0m,
Appropriate pressurization, using effective keyhole quality of measuring apparatus such as dipmeters in drilling process, it is ensured that whole hole deviation proportion is 1/
Within 2000.
The 4th, steel tube shed steel pipe is installed：Duct is first carried out before pipe canopy penstock installation jacking and sweep idle job, it is therefore an objective in cleaning hole
Rock is cut, and along through hole road.Pipe boron steel pipe by mechanical jacking, during jacking, using 6m or 3m sections grown by the intersegmental use screwed connection of steel pipe joint
Tube coupling be used alternatingly, to ensure that piece-ups of the tunnel longitudinally in same section are not more than 50%, note is bored according to design on tube wall
Slurry hole.Pipe ceiling in place after, steel pipe blocks tight with the material such as ligament accelerated cement is oriented to, in case grout during slip casting.
5th, slip casting：It is first that mud in hole is clear clean (can use high pressure water washing) before slip casting, then carry out slip casting.Slurries use water
Cement mortar, grouting pressure 1.0Mpa~2.0Mpa, grouting parameter is adjusted according to field test.
6th, a hole is often drilled in order to prevent that grout leaking occurs during slip casting in work progress, the steel in the hole is installed immediately
Manage and slip casting, the construction in next hole is then carried out again.
7th, pipe canopy closure plug is provided with slurry-feeding hole and steam vent, after steam vent flows out slurries, closes steam vent, continues to fill
Slurry, when reaching construction drawing sign grouting amount or grouting pressure, can stop slip casting.
As shown in figure 4, in the present embodiment, the grouting with small pipe construction in step c includes：
(1) preparation of construction
Ductule and lock pin anchor tube diameter typically use φ 42mm, the hot rolled seamless steel tube of wall thickness 3.5mm.Ductule single-unit
Length is usually 3.5m or 4.0m, and lock pin anchor tube length is 4.0m, and hole is spent in the processing slip casting of ductule wall, and aperture is φ 6mm, spacing
For 15cm is in quincunx arrangement, front end 20cm is fabricated to garlic clove shape taper, is not drilled in the range of tail end 30cm as only slurry section.
(2) measurement and positioning
According to the advanced tubule position of design, the surveying and locating work of ductule position is carried out with total powerstation, and with red
Paint performs the mark of ductule position on operation face.Bore diameter should be greater than designing 3~5mm of conduit diameter, drilling
φ 50mm, hole depth is more than design length 10cm.
Excavation length should be less than the supporting length of advanced tubule, and slip casting uses stop grouting plug, and sets Grouting Pipe and exhaust
Pipe, blast pipe patchhole 5~10cm of bottom, blast pipe uses the plastic tubes of φ 20.Slip casting ending standard for reach design grouting amount or
Design final pressure.
(3) drill
Air drill perforate is used during drilling, with the extrapolation angularly outer drilling for designing, outer limb is 3 °~5 °.Lock pin anchor tube is to bow
30 ° of angle, to ensure effective lap of splice of ductule, the drilling depth of strict control tunnel excavation in work progress, so that next follow
The construction of ring is smoothed out.
(4) borehole cleaning is verified
1. generally coordinating drill bit with geology core drilling carries out cleaning bottom of hole back and forth, descum to bottom hole, it is ensured that aperture, hole depth symbol
Close and require, prevent plug-hole.
2. boring mud is cleared up from bottom hole to aperture with high-pressure blast.
3. with the detection such as theodolite, inclinometer hole depth, inclination angle, outer limb.
(5) ductule and locking angle anchor tube are installed
1. ductule is installed in time after the completion of drilling, it is to avoid collapse hole occur.
2. the technique that ductule and lock pin anchor tube jacking are combined using macropore guiding and air drill, i.e. subdrilling is more than ductule
The bullport of diameter, using the stamping press and thrust low speed jacking steel pipe of rig.
(6) ductule and lock pin anchor tube slip casting
1. slurry configurations
Injecting paste material and match ratio：Slip casting uses cement grout, and the ratio of mud is 1：1；0.5~1MPa of grouting pressure, cement
Marked as PO32.5 cement.
Single ductule and lock pin anchor tube theory grouting amount：
Q=π R2L η α β
In formula, L is slip casting segment length；R is grout spreading range, takes 0.6L0,L0It is body spacing 40cm；H is earth bore
Gap rate, weathered rock formation 2~3%, broken-rock zone takes 5~8%, sand and takes 40~60%, and clay takes 20~40% calculating；η is
Fractured rate of rock mass；α is the effective pack completeness of slurries, takes 85%；β is slurries loss factor 1.05.
2. the setting of Grouting Pipe
Slip casting uses aperture Grouting Pipe slip casting, aperture blast pipe and Grouting Pipe, and controlling switch is carried out by valve, and blast pipe is used
The plastic tubes of Φ 20, at 5~10cm of patchhole bottom, then connect the various pipelines such as Grouting Pipe, using Anchor Agent closing face with
Hole between conduit, mortar leakage prevention.Aperture valve is closed, opening grouting pump carries out pipeline packer permeability test, if any leakage inspection in time
Repair, test pressure is equal to final grouting pressure.
3. grout injection control
Start slip casting after the completion of conduit construction, stop grouting plug is installed to institute's perforation before slip casting, while line up and aperture side
Carry out encapsulation process.
Cement grout uses mixer slurrying, using in hydraulic pressure slip casting machine slurries injection conduit steel pipe, is first checked before slip casting
Pipeline and mechanical condition, make mud jacking experiment after confirming normally, it is determined that rational grouting parameter, constructs according to this.
Slip casting is completed in two steps, after the slurries of first time slip casting fully shrink, second slip casting is carried out, so that conduit is filled out
Fill closely knit.Final grouting pressure and grouting amount dual control measure are taken in slip casting, and grouting pressure is advisable with 0.5~1.0MPa, holds 3~5mm of pressure
After stop slip casting, grouting amount is generally 1.5 times of drilling cylinder.If grouting amount transfinites, not up to pressure requirements should adjust slurry
Liquid concentration continues slip casting, until meeting grouting quality standard.Ensure around drilling surrounding rock body and steel pipe that hole is slurries to fill
Fill out, slip casting can be terminated.Pressure such as rising suddenly during slip casting, it may occur however that plugging, answer shutdown inspection.
Slip casting process answers journey to send special messenger to be responsible for, and fills in " slip casting record sheet ", record slip casting time, slurry consumption amount and slip casting
The data such as pressure, observe pressure tabular value, monitor communication apparatus, it is to avoid abnormal conditions occur because pressure surges.
4. slip casting effect judges
Boring and coring is carried out to grouting and reinforcing area, grouting filling situation is observed.Non-perforated pipe is beaten after conduit slip casting again as inspection
Check, check grouting quality.There are water burst color and water yield in the non-porous pore of observable of water stratum, water color is as relatively clarified or pressing from both sides
Band cement clinker, then slip casting effect is preferable, when such as water burst is mud color or larger water yield, answers after-teeming or re-injection.
As shown in figure 5, in the present embodiment, the curtain-grouting in step c bores injected hole using rig in face, recycles
Slip casting machine is to hole internal pressure injection slurry, the water in slurries extrusion rock seam, to ensure the crack of country rock by the mixing with some strength
Slurry filling is closely knit, and integral with rock mass consolidation, forms water-stop curtain.Comprise the following steps：
(1) seepproof screen construction
50cm thickness C30 moulds are set in face before first run slip casting and build concrete wall for grouting, hereafter respectively recycle slip casting and do not open
The rock mass of digging replaces wall for grouting (reserved segment length 3m), and face is closed with jetting cement, and thickness of shotcrete is 25cm~30cm.
(2) perforate
1. bore position is released in face by design, slip casting hole site is marked with red paint；
2. drilling tool is directed at injected hole orifice position, adjustment rig to boring direction is consistent (i.e. inclined with design boring direction
Angle and vertical angle are identical with design), fixed rig.
3. rig uses low-pressure, the drill bit perforates of slow drilling speed Φ 80, is drilled into 2m~3m depth, exits drilling rod.
(3) orifice tube is installed
Orifice tube is installed can be fixed and Anchor Agent fixation using anchor pole, in orifice tube away from ring flange end 30cm, 60cm
Place's winding cotton yarn twice, are put into epoxy resin Anchor Agent in hole, orifice tube is headed into hole (Anchor Agent is fixed), or by orifice tube
Head into hole, fixed with anchor pole.
(4) bored grouting
After orifice tube installation, continue to drill, conduit, stop grouting plug are installed after pore-forming, carry out slip casting.Grouting mode is used
Segmentation protrusive slip casting, first drilling holes and late grouting bores one section of one section of note, until projected depth.For pore-forming difficulty stratum, construction should
Prepare tamping tube hammer；Running pulp during to prevent non-slip casting section underground water from pouring into the scope of operation and slip casting, slip casting originates in face should be to spray
Penetrate concrete and make sealing slurry wall, thickness is not less than 20cm, and each slip casting section termination should ensure that the thick water-stop trays of not small 3m.
(5) control of grouting pressure
Rotational pressure adjusting knob slurry oil pressure is adjusted on desired oil pressure scale before turn on pump, with the increase of slip casting resistance, pump
Pressure is increased, and when setting is reached, meeting autostop is not to produce the danger of superpressure slip casting.
(6) control of slip casting pump discharge
Grouting pump uninterrupted is readily controlled by the discharge capacity regulation control knob and discharge capacity recorder of grouting pump.
(7) control of gel time
By adjusting two flows of grout outlet of grouting pump, change the injection ratio of cement mortar and waterglass slurry to control
System.During slip casting, to ensure the accurate of gelling time, must often test, it is necessary to take when often converting a concentration or matching
Sample is matched somebody with somebody in fact, determines gel time；While connecing the reality gel-filled time that slurry measure dual slurry determines dual slurry slurry mouth is let out, it is to avoid abnormal
Situation occurs.
Quality control
1 overall quality control on construction
(1) quality control before constructing
Be familiar with, grasp quality control foundation and design requirement, to march into the arena raw material by batch in time check and accept censorship, it is qualified after
Can use.
Karst water cure engineering in accordance with " based on stifled, unimpeded combination " principle, according to site operation exploration results, to examine
Test whether mechanical performance, technique meet technical requirements, understand the construction complexity in the work area.
(2) quality control of work progress
Take the means such as observation, inspection, monitoring, experiment to be controlled construction technology overall process, carry out karst water cure
Construction note.
2 daguanpeng construction quality controls
(1) pipe canopy drilling tolerance and steelframe installation tolerance are shown in that standard is shown in Table 1, table 2.Additionally, long pipe shed should be noted
Overlap joint between meaning circulation twice, steel tube shed length is not preferably less than 2m, and two adjacent heads do not allow to appear in same section.
The pipe canopy of table 1 drilling tolerance
The steelframe of table 2 installs tolerance
(2) jack-in process should note preventing plug-hole at any time, collapse hole.
(3) before slip casting, the concrete that thickness 50mm~100mm is sprayed the tunnel in the range of excavation face and 5m if necessary closes conduct
Wall for grouting.
(4) slip casting process should at any time note the change of grouting pressure, pressure reach design load and grouting amount also with design phase
Fu Hou, you can stop slip casting.
(5) after slip casting terminates, then whether borehole inspection slip casting effect reaches design requirement, such as not up to should be according to actual feelings
Condition adjustment grouting parameter carries out perforations adding slip casting.
(6) to the interval for excavating the preceding time after slip casting, according to the control of slurries species in 4~8h.Excavated in Guan Peng joints
When retain 1.5m~2.0m wall for grouting, to prevent aperture running pulp during slip casting.
(7) made a record in whole process, content includes angle, spacing, depth, the length of steel pipe, the slip casting pressure of punching
Power, slip casting quantity, beginning and ending time etc., grouting parameter foundation is adjusted as subsequent construction.
Mortar depositing construction quality control
1 drilling quality is controlled
(1) it is accurate to determine plan-position, inclination angle, the outer limb in hole before drilling, and each hole is numbered.
(2) strict keyhole plan-position, advanced tubule and advance anchor bolt must not be invaded in tunnel excavation line, adjacent
Steel pipe must not bump against and grade separation.
(3) behind whole hole, position, hole depth, direction and the outer limb of anchor pole are checked, then being drilled with high-pressure blast, it is dry to purge
Only.
2 grouting qualities are controlled
(1) slurry configurations must be carried out by coordination in works, strictly control cement, water and other additive (such as rapid hardenings
Agent etc.) quality；Slurries mixing must use machine mixing, the time of strict control mix；Laboratory will be strengthened to slurries
Quality examination.
(2) check aperture, adjacent hole, the relatively thin position of coating whether there is grout leaking phenomenon during slip casting at any time, grout leaking such as occur,
Slip casting should immediately be stopped using batch (-type) slip casting closure grout leaking mouthful, the dimity, timber wedge, quick-hardening cement mortar or Anchor Agent can be also used
Closure, until no longer grout leaking when be further continued for slip casting.
(3) adjacent eyelet need to be spaced apart during slip casting, it is impossible to continuous grouting, to ensure consolidation effect, while reaching control note
The purpose of slurry amount.
(4) during slip casting, according to final grouting pressure and grouting amount dual control grouting quality, running check grouting pressure table it is accurate
Degree, according to single steel pipe grouting amount and the loosening degree of combination rock mass, considers grouting amount.If indivedual holes slurries are not smooth,
When being forced to terminate in advance, can suitably be pressurizeed compensation in adjacent hole.
(5) after slip casting terminates, it is necessary to borehole inspection slip casting effect, perforations adding slip casting is needed when such as not up to requiring.
(6) slurries of configuration should be finished within the time of regulation.
Safety measure
1 daguanpeng construction safety measure
(1) for Tunnel Engineering daguanpeng construction feature and requirement, safety regulation system is worked out with reference to relevant specification；
(2) strengthen entering country rock Mobile state monitoring measurement, carry out information system management, scientifically organizing construction；
(3) during dismounting drilling rod, to there is unified command, a clear and definite cue, wrench bit freezing direction should be correct, prevent pipe wrench and
Spanner is injured people；
(4) in steel pipe during slip casting, operating personnel should wear masks, glasses and Rubber gloves.
2 mortar depositing construction safety measures
2.1 bore operation construction safeties
(1) perforate and the pressure and speed normally studied intensively are grasped, disconnected bar accident is prevented.
(2) such as there is bit freezing, inclined hole, hole failure of collapsing in drilling, should in time take treatment measures.
(3) carry out noting the cooperation with rig operations hand when drilling rod is loaded and unloaded, it is to avoid drilling rod starts before not installing causes personnel
It is injured.
2.2 conduit mortar depositing construction safety
(1) mud deslagging rig, will perform draining and mud pit, it is to avoid pollution environment.
(2) during conduit slip casting, workmen will be avoided just to Grouting Pipe.
(3) running check and the slip casting pipe joint of damage is changed in time.
Environmental protection, conservation measures
In construction, strictly in accordance with the regulation in terms of constructing tunnel related specifications, code and environmental protection, energy-conservation, it is important to note that with
Descend some：
(1) comprehensive planning is accomplished in environmental protection, and rational deployment, the comprehensive regulation turns harm into good.
(2) tunnel muck is thrown aside by design quarrel field, and supporting and retaining system protection is carried out with mortar flag stone by design requirement.Supporting and retaining system is not designed
The domatic plus soil Turf Culture of protection, trees are afforested.Spoil disposal area carries out second ploughing or greening.
(3) working waste water, sanitary sewage, cesspit is drained into using temporary drainage system and permanent drains facility
It is interior, discharged again after reaching permission discharge standard through treatment.Discarded object is neatly reasonably stacked using the method for vehicle transport
In the local buried covering that drawing or supervising engineer are specified.
(4) engineering materials as the case may be, stack on construction ground with expropriation of land line in, do not influence farmland to cultivate and pollute
Environment.Accomplish that the complete material of work is clear when being constructed per procedure, and place is cleared up in time, it is ensured that construction site is clean and tidy.
(5) in road-making material and spoir abandon quarrel transportation, timing as needed is sprinkled water to builder's road, to eliminate ash
Dirt.
(6) accomplish that the complete material of work is most, the complete field of work clear, building waste is removed in time, and what wouldn't be removed should be in designated area
Stack neat.
Safety benefit
In constructing tunnel, the particular location of rich water karst has been detected in time by advance geologic prediction, it is determined that potential
Karst water uses the principle of " based on row, unimpeded combination " to punish the issuable influence of Analyses of Tunnel Wall Rock Stability institute
Karst water, it is ensured that the security of constructing tunnel.In work progress, there is not security incident together.
Economic benefit
IV, V grade of big span of weak surrounding rock is carried out by compound bilateral wall constructing process to construct, formed normally in left and right side wall drift
In the case that parallel operations, unilateral base tunnel realize continuous productive process, shown from live actual progress, V grade of country rock section of side wall drift is every
40m can be completed the moons, IV grade of country rock section can monthly complete 55m, and bottom is excavated and inverted arch can monthly complete 35m.Between each operation
Since realizing normal circulation operation, good economic benefit has been achieved.
The preferred embodiments of the present invention are the foregoing is only, is not intended to limit the invention, for the skill of this area
For art personnel, the present invention can have various modifications and variations.It is all within the spirit and principles in the present invention, made any repair
Change, equivalent, improvement etc., should be included within the scope of the present invention.
Claims (10)
1. a kind of Tunnel Karst water detects Treatment Methods, it is characterised in that：Comprise the following steps：
A, Karst, before constructing tunnel, understand front of tunnel heading wall rock geology disaster scenarios it, determine karst position,
Scale and size；
B, steel tube shed mortar depositing construction；
C, ductule or Curtain Grouting Construction.
2. Tunnel Karst water according to claim 1 detects Treatment Methods, it is characterised in that：Rock in described step a
Molten detection drills method using advance geologic, and front of tunnel heading rock mass is disclosed using horizontal drill, by the flow of the water outlet that drills, bores
The rate of penetration and color of bar judge front country rock situation, are predicted in advance so as to reach；By probing mode, advance geologic is bored
Spy is divided into core drilling and percussive drilling；According to drilling depth, advance geologic probing method is including advanced shallow exploratory boring method and in advance
Deep drilling method；According to front country rock situation, the quantity of design and keyhole, angle and drillable length.
3. Tunnel Karst water according to claim 1 detects Treatment Methods, it is characterised in that：Rock in described step a
Molten detection uses geological radar method, and by sending the high frequency or very high frequency electromagnetic wave of impulse form to underground, electromagnetic wave is in medium
Middle propagation, when the buried target body that there is electrical property difference is run into, electromagnetic wave is just launched, by reception day when returning to ground
Line is received, then on the basis of the radar wave that reception antenna is received is processed and analyzed, according to the radar wave for receiving
Shape, the locus of intensity and two-way time parametric inference buried target body, structure, electrical and geometric shape are right so as to reach
The detection of buried target body.
4. Tunnel Karst water according to claim 1 and 2 detects Treatment Methods, it is characterised in that：In described step b
Steel tube shed mortar depositing construction, super-front large pipe shed uses hidden hole drilling pore-creating, and steel pipe uses rig propeller jacking, using high-pressure injection pump
Slip casting.
5. Tunnel Karst water according to claim 1 and 2 detects Treatment Methods, it is characterised in that：In described step b
Steel tube shed mortar depositing construction, specially：
Guiding wall is performed, the outer following earth work of spring line of mileage stays one to be about 5m platforms at hole, then the hole outside hole
Intersection erects steelframe, and spacing is welded into a whole by construction drawing requirement with dowel；
Guiding steel pipe is installed on bracing members, quantity, ring spacing and outer limb are consistent with steel tube shed；
The installation of guiding steel pipe will be measured and is accurately positioned, and make steel pipe position and direction accurate, be oriented to steel pipe and be with steelframe weldering
It is overall；
Branching standing template, then perfusion be oriented to wall, be oriented to wall after the completion of, gunite concrete closing around face upward it is domatic, to prevent slurries
Slope seepage is faced upward from surrounding；
Drilling, using down-the-hole drill, from guide pipe every hole drilling；
During perforate, low pressure completely turns, and after after pore-forming 0.5m-1.5m, pressurization is effectively controlled in drilling process using dipmeter survey equipment
Drilling quality processed, it is ensured that whole hole deviation proportion is within 1/2000；
Steel tube shed steel pipe is installed, is first carried out duct before pipe canopy penstock installation jacking and is swept idle job, it is therefore an objective to rock quarrel in cleaning hole, and
Along through hole road；
By mechanical jacking, steel pipe joint intersegmental use screwed connection during jacking, is alternately made pipe boron steel pipe using 2m-10m sections tube coupling long
With to ensure that piece-ups of the tunnel longitudinally in same section are not more than 50%, injected hole being bored according to design on tube wall；
Pipe ceiling in place after, steel pipe blocks tight with the material such as ligament accelerated cement is oriented to, in case grout during slip casting；
Slip casting, it is first that mud in hole is clean clearly before slip casting, then slip casting is carried out, slurries use cement mortar, grouting pressure 1.0Mpa-
2.0Mpa, grouting parameter is adjusted according to field test；
In order to prevent that grout leaking occurs during slip casting in work progress, a hole is often drilled, the steel pipe in the hole is installed immediately and is noted
Slurry, then carries out the construction in next hole again；Pipe canopy closure plug is provided with slurry-feeding hole and steam vent, after steam vent flows out slurries, closes
Steam vent is closed, continues to be in the milk, when reaching construction drawing sign grouting amount or grouting pressure, slip casting can be stopped.
6. Tunnel Karst water according to claim 1 and 2 detects Treatment Methods, it is characterised in that：In described step c
Grouting with small pipe construction includes：
Preparation of construction, measurement and positioning, drilling, borehole cleaning are verified, install ductule and locking angle anchor tube, ductule and lock pin anchor tube note
Slurry.
7. Tunnel Karst water according to claim 6 detects Treatment Methods, it is characterised in that：Described preparation of construction is specific
For：Ductule and lock pin anchor tube diameter use φ 42mm, the hot rolled seamless steel tube of wall thickness 3.5mm, and ductule single-unit length is
3.5m or 4.0m, lock pin anchor tube length is 4.0m, and hole is spent in the processing slip casting of ductule wall, and aperture is φ 6mm, and spacing is that 15cm is in plum
Flower-shape is arranged, and front end 20cm is fabricated to garlic clove shape taper, is not drilled in the range of tail end 30cm as only slurry section；
Described measurement and positioning is specially：According to the advanced tubule position of design, the survey of ductule position is carried out with total powerstation
Amount setting-out work, and the mark of ductule position is performed on operation face with red paint, bore diameter is more than design conduit
Diameter 3m-5mm, drill φ 50mm, and hole depth is more than design length 10cm, and the supporting that excavation length should be less than advanced tubule is long
Degree, slip casting uses stop grouting plug, and sets Grouting Pipe and blast pipe, and blast pipe patchhole 5~10cm of bottom, blast pipe is moulded using φ 20
Expects pipe, slip casting ending standard designs grouting amount or design final pressure to reach；
Described drilling is specially：It it is 3 ° -5 ° with the extrapolation angularly outer drilling for designing using air drill perforate, lock pin anchor tube is to bow
30 ° of angle, to ensure effective lap of splice of ductule, the drilling depth of strict control tunnel excavation in work progress, so that next follow
The construction of ring is smoothed out；
Described borehole cleaning is verified specially：Bored using geological core and coordinate the drill bit to carry out cleaning bottom of hole back and forth, descum to bottom hole, really
Protect aperture, hole depth to meet the requirements, prevent plug-hole, boring mud is cleared up from bottom hole to aperture with high-pressure blast, examined with theodolite, inclinometer etc.
Gaging hole depth, inclination angle, outer limb；
Described installation ductule and locking angle anchor tube is specially：Ductule is installed after the completion of drilling in time, it is to avoid collapse hole occur, it is small
The technique that conduit and lock pin anchor tube jacking are combined using macropore guiding and air drill, i.e. guiding of the subdrilling more than ductule diameter
Hole, using the stamping press and thrust low speed jacking steel pipe of rig；
Described ductule and lock pin anchor tube slip casting is specially：Slurry configurations, injecting paste material and match ratio：Slip casting uses cement mortar
Liquid, the ratio of mud is 1：1；0.5~1MPa of grouting pressure, cement grade is PO32.5 cement, and single ductule and lock pin anchor tube are managed
By grouting amount：
Q=π R2L η α β
In formula, L is slip casting segment length；R is grout spreading range, takes 0.6L0,L0It is body spacing 40cm；H is formation pore rate,
Weathered rock formation 2~3%, broken-rock zone takes 5~8%, sand and takes 40~60%, and clay takes 20~40% calculating；η splits for rock mass
Gap rate；α is the effective pack completeness of slurries, takes 85%；β is slurries loss factor 1.05；
The setting of Grouting Pipe, slip casting uses aperture Grouting Pipe slip casting, aperture blast pipe and Grouting Pipe, and controlling switch is carried out by valve,
Blast pipe uses the plastic tubes of Φ 20, at 5~10cm of patchhole bottom, then connects the various pipelines such as Grouting Pipe, is sealed using Anchor Agent
Close the hole between face and conduit, mortar leakage prevention；
Aperture valve is closed, opening grouting pump carries out pipeline packer permeability test, if any leakage maintenance in time, test pressure is equal to slip casting
Final pressure；Grout injection control, slip casting is started after the completion of conduit construction, and stop grouting plug is installed to institute perforation before slip casting, at the same line up with
Aperture side carries out encapsulation process；
Cement grout uses mixer slurrying, using in hydraulic pressure slip casting machine slurries injection conduit steel pipe, pipeline is first checked before slip casting
And mechanical condition, mud jacking experiment is made after confirming normally, it is determined that rational grouting parameter, constructs according to this；
Slip casting is completed in two steps, after the slurries of first time slip casting fully shrink, carries out second slip casting, so that conduit filling is close
It is real；Final grouting pressure and grouting amount dual control measure are taken in slip casting, and grouting pressure is 0.5MPa-1.0MPa, stop after holding pressure 3mm-5mm
Slip casting, grouting amount is 1-2 times of drilling cylinder；
If grouting amount transfinites, not up to pressure requirements, adjustment concentration of slurry continuation slip casting, until meet grouting quality standard, really
Protect hole around drilling surrounding rock body and steel pipe and be slurries filling, slip casting can be terminated；
Slip casting effect judges that boring and coring is carried out to grouting and reinforcing area, and observation grouting filling situation is beaten non-porous again after conduit slip casting
Pipe is managed as checking, checks grouting quality, there is water burst color and a water yield in the non-porous pore of observable of water stratum, water color such as compared with
Clarification or entrainment cement slurry block, then slip casting effect is preferable, when such as water burst is mud color or larger water yield, answers after-teeming or weight
Note.
8. Tunnel Karst water according to claim 1 and 2 detects Treatment Methods, it is characterised in that：In described step c
Curtain Grouting Construction bores injected hole using rig in face, recycles slip casting machine to hole internal pressure injection slurry, slurries extrusion rock seam
In water, to ensure that the crack of country rock is closely knit by the mixture slurry filling with some strength, and, shape integral with rock mass consolidation
Into water-stop curtain.
9. Tunnel Karst water according to claim 1 and 2 detects Treatment Methods, it is characterised in that：In described step c
Curtain Grouting Construction includes：
Seepproof screen construction, perforate, orifice tube installation, bored grouting, the control of grouting pressure, the control of slip casting pump discharge and gel
The control of time.
10. Tunnel Karst water according to claim 9 detects Treatment Methods, it is characterised in that：Described seepproof screen construction
Specially：50cm thickness C30 moulds are set in face before first run slip casting and build concrete wall for grouting, hereafter respectively recycle slip casting and do not excavate
Rock mass replace wall for grouting, face is closed with jetting cement, and thickness of shotcrete is 25cm-30cm；
Described perforate is specially：Bore position is released in face by design, slip casting hole site is marked with red paint, will bored
Tool alignment injected hole orifice position, adjustment rig to boring direction is consistent with design boring direction, fixed rig, and rig is using low
Pressure, the drill bit perforates of slow drilling speed Φ 80, are drilled into 2~3m depth, exit drilling rod；Orifice tube is installed specifically, being fixed using anchor pole
With Anchor Agent fixation, cotton yarn twice are wound at ring flange end 30cm and 60cm in orifice tube, epoxy resin is put into hole
Anchor Agent, orifice tube is headed into hole and is fixed with Anchor Agent, or orifice tube is headed into hole is fixed with anchor pole；
Described bored grouting is specially：After orifice tube installation, continue to drill, conduit, stop grouting plug are installed after pore-forming, carry out
Slip casting, using segmentation protrusive slip casting, first drilling holes and late grouting bores one section of one section of note to grouting mode, until projected depth, for into
Hole difficulty stratum, construction should prepare tamping tube hammer, and running pulp during to prevent non-slip casting section underground water from pouring into the scope of operation and slip casting, slip casting rises
Starting from face should make sealing slurry wall with jetting cement, and thickness is not less than 20cm, and each slip casting section termination should ensure that not small
3m thick water-stop tray；
The control of described grouting pressure is specially：Rotational pressure adjusting knob slurry oil pressure is adjusted in desired oil pressure scale before turn on pump
On, with the increase of slip casting resistance, pump pressure is increased, and when setting is reached, meeting autostop is not to produce superpressure slip casting
Danger；
The control of described slip casting pump discharge is specially：Grouting pump uninterrupted adjusts control knob and discharge capacity by the discharge capacity of grouting pump
Recorder is readily controlled；
The control of described gel time is specially：By adjusting two flows of grout outlet of grouting pump, change cement mortar with
The injection ratio of waterglass slurry is controlled, and during slip casting, to ensure the accurate of gelling time, must often be tested, and is often converted
When concentration or proportioning, it is necessary to sample it is real match somebody with somebody, gel time is determined, while determining dual slurry letting out slurry mouth and connecing slurry and determine dual slurry
The reality gel-filled time, it is to avoid abnormal conditions occur.
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| CN108194131A (en) * | 2017-12-12 | 2018-06-22 | 中建市政工程有限公司 | Material-saving closed recyclable static pressure grouting system for river bottom karst cave and construction method |
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| CN107288656A (en) * | 2017-06-20 | 2017-10-24 | 清华大学 | A kind of water seal cave depot country rock actively carries the construction method of system |
| CN107288656B (en) * | 2017-06-20 | 2019-12-13 | 清华大学 | construction method of water seal cave depot surrounding rock active bearing system |
| CN107448143B (en) * | 2017-06-20 | 2019-05-10 | 清华大学 | Broken rock mass dynamic boring method |
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| CN108979644A (en) * | 2018-08-07 | 2018-12-11 | 中电建路桥集团有限公司 | A kind of rich water tunnel solution cavity collapses processing and tunnel excavation construction method |
| CN109026020A (en) * | 2018-08-07 | 2018-12-18 | 中电建路桥集团有限公司 | A kind of rich water tunnel karst cave treatment and excavation method |
| CN109026020B (en) * | 2018-08-07 | 2021-03-23 | 中电建路桥集团有限公司 | Water-rich tunnel karst cave treatment and excavation method |
| CN109611131A (en) * | 2018-12-10 | 2019-04-12 | 中交公局桥隧工程有限公司 | Process for treating primary support water leakage at rear part of palm surface |
| CN110080763A (en) * | 2019-05-13 | 2019-08-02 | 西安科技大学 | A kind of coal seam country rock pressure relief method based on internal-injection type static crushing pressure relief means thereon |
| CN110439579B (en) * | 2019-09-17 | 2020-11-24 | 中国水利水电第四工程局有限公司 | Advanced pre-grouting method for open-type TBM (tunnel boring machine) water-rich tunnel |
| CN110439579A (en) * | 2019-09-17 | 2019-11-12 | 中国水利水电第四工程局有限公司 | A kind of open type TBM rich water tunnel front pre-grouting method |
| CN110985063A (en) * | 2019-12-20 | 2020-04-10 | 交通运输部公路科学研究所 | Tunnel advanced large pipe shed detection and karst cave treatment construction method |
| CN111577344A (en) * | 2020-05-14 | 2020-08-25 | 中铁十八局集团有限公司 | Water control excavation method in water burst hole of large-dip-angle development fracture |
| CN111810199A (en) * | 2020-08-31 | 2020-10-23 | 中铁十六局集团有限公司 | Tunnel water inrush disaster prevention treatment method |
| CN112627832A (en) * | 2020-12-18 | 2021-04-09 | 广西交通设计集团有限公司 | Method for integrating detection, treatment and monitoring operation and maintenance of water inrush and mud inrush of karst tunnel |
| CN112627832B (en) * | 2020-12-18 | 2022-10-11 | 广西交通设计集团有限公司 | Method for integrating detection, treatment and monitoring operation and maintenance of water inrush and mud inrush of karst tunnel |
| CN112814697A (en) * | 2020-12-28 | 2021-05-18 | 中铁十九局集团第六工程有限公司 | Advanced pre-support process method for tunnel with tillite layer |
| CN113914933A (en) * | 2021-09-27 | 2022-01-11 | 广西大学 | Tunnel overhaul robot |
| CN113982671A (en) * | 2021-10-12 | 2022-01-28 | 中交第三公路工程局有限公司 | Tunnel construction tunnel top watering device |
| CN114234886A (en) * | 2021-11-09 | 2022-03-25 | 深圳市勘察研究院有限公司 | Karst early warning monitoring devices that collapses |
| CN114234886B (en) * | 2021-11-09 | 2024-01-05 | 深圳市勘察研究院有限公司 | Karst collapse early warning monitoring device |
| CN114294017A (en) * | 2021-12-30 | 2022-04-08 | 中铁二十一局集团第五工程有限公司 | Curtain grouting orifice pipe orientation method easy and convenient to operate |
| CN115840219A (en) * | 2023-02-22 | 2023-03-24 | 北京国信华源科技有限公司 | Debris flow monitoring method and debris flow monitoring equipment |
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