CN106089217A - Major long tunnel rapid constructing method under complex geological condition - Google Patents
Major long tunnel rapid constructing method under complex geological condition Download PDFInfo
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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
- 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
-
- 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
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- 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
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
- E21D9/002—Injection methods characterised by the chemical composition used
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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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses major long tunnel rapid constructing method under a kind of complex geological condition, comprise the following steps: step S1, tunnel geology condition is carried out the distance Advance geological prediction and forecast of 30～150 m, and on the basis of distance Advance geological prediction and forecast, tunnel geology condition is carried out the short distance Advance geological prediction and forecast of 5～30m；Step S2, according to Advance geological prediction and forecast situation, use benching tunnelling method that IV b, V grade of country rock are excavated, use full section method that III, IV a level country rock is excavated；Step S3, according to Advance geological prediction and forecast situation, for the predictably launching stress in rich water section tunnel, use different curtain-grouting schemes；After step S4, tunnel excavation, it is monitored geology and preliminary bracing situation, periphery displacement amount, vault sinking amount measuring.The invention has the beneficial effects as follows: constructing tunnel task can be completed safely and fast at Unfavorable Conditions.
Description
Technical field
The present invention relates to technical field of tunnel construction, specifically, be that under a kind of complex geological condition, major long tunnel is quick
Construction method.
Background technology
Along with developing rapidly of China's economic society, the traffic base construction such as highway in China, railway has welcome new development
Peak.The most in recent years, along with Midwest great development, the Yangtze River Delta, economic zone, Pearl River Delta and Northeastern rust belt etc.
Develop successively, country is newly-built many bigger highways and railway line, Qi Zhonggong, railway tunnel, especially complex geological condition
Lower major long tunnel is more, and the major long tunnel construction under complex geological condition there is no set of comprehensive rapid constructing method.
Yichang-Wanzhou Railway is carried out the high risk national I grade of trunk railway in alpine region of new standard, and geological conditions is extremely complex,
Tunnel Passing karst strata, fault belt and buried soft rock plasticity location, buried depth is big, rich groundwater, easily sends out in construction
Raw gushing water, prominent mud disaster, III grade of country rock 1375m of I line Tunnel Passing, IV grade of country rock 5098m, VI grade of country rock 362m in construction.Ⅰ、
II line entrance section of tunnel buried depth is shallow, and karst corrosion is grown, and difficulty of construction is very big；I threaded list road is at DK267+850～DK269+670
Pass through 1820m to oblique core portion rich water section, this section of stratum is positioned near gold the direction which a grave faces oblique core portion, to tiltedly for ground water reservoir, rich water
Location, subsoil water grows very much, complex geologic conditions, wherein, the F2 tomography of 97m to be passed through in this section of construction, easily formed gushing water,
Prominent mud and large area landslide, unpredictalbe geological problem is many, and difficulty of construction is big, and tunnel at the maximum buried depth of this hole section is
355m, norm al discharge rate is 7334m3/ d, maximum flooding quantity is 45761m3/d.Easily occur extensive in constructing in above location
Propagation in Tunnel Disaster, difficulty of construction is big, and Geological Prediction Technology is required height.
Therefore, how to complete constructing tunnel task safely and fast at Unfavorable Conditions, be that work progress needs weight
The problem that point solves.
Summary of the invention
It is an object of the invention to provide major long tunnel rapid constructing method under a kind of complex geological condition, it is possible to the most also
Find out the distribution of rock stratum in tunnel perimeter certain limit and front of tunnel heading certain distance relatively accurately, ground is not excavated in front
The poor strata of section existence and lithology, tomography or rich water section etc. may bring the hydrogeology of adverse effect to construction operation
Situation, is held accurately, is understood and interpretation, and based on this, takes corresponding technical matters measure to carry out science, conjunction
Reason, in an orderly manner excavation and supporting operation, thus ensure safety for tunnel engineering, improve working environment, it is to avoid the generation of geological disaster
Or reduce its frequency occurred and degree, reduce the economic loss that disaster is brought, accelerating construction progress simultaneously, reduction of erection time, joint
The most dominant with recessive construction cost, increase direct or indirect economic benefit.
The present invention is achieved through the following technical solutions:
Major long tunnel rapid constructing method under complex geological condition, comprises the following steps:
Step S1, tunnel geology condition is carried out 30～150m distance Advance geological prediction and forecast, and in distance geology
On the basis of prediction, tunnel geology condition is carried out the short distance Advance geological prediction and forecast of 5～30m；
Step S2, according to Advance geological prediction and forecast situation, use benching tunnelling method that IV b, V grade of country rock are excavated, use complete disconnected
III, IV a level country rock is excavated by face method；
Step S3, according to Advance geological prediction and forecast situation, for the predictably launching stress in rich water section tunnel, under predictably
During water pressure >=3.0MPa, use the curtain-grouting scheme that the fixing collar in the range of the outer 8m of excavation contour line consolidates；Work as 2.0MPa
≤ predictably launching stress ＜ 3.0MPa time, use the curtain note of pre-pouring grout fixing collar consolidation in the range of the outer 5m of excavation contour line
Slurry scheme；As 1.0MPa≤predictably launching stress ＜ 2.0MPa, use the pre-reinforcement circle in the range of the outer 3m of excavation contour line
The curtain-grouting scheme of consolidation；When predictably launching stress, < during 1.0MPa, using grouting and reinforcing scope is the outer 5m of excavation contour line
In the range of tunneling boring radial grouting method；
After step S4, tunnel excavation, geology and preliminary bracing situation, periphery displacement amount, vault sinking amount are monitored
Measure, and with Internal force of support structure diagnostic method, the structural stability in rich water section tunnel is commented according to headroom displacement diagnostic method
Valency.
Applied geology mechanics principle of the present invention, geophysical probing technique principle, Shallow groundwater resources ripple principle and turn spy
Principle verifies tunnel harm geological structure, carries out tunnel geology advanced prediction forecast, in conjunction with benching tunnelling method and full section method, to difference
The country rock of grade excavates, and to reduce disturbance to country rock, gives full play to the self-bearing ability of country rock, the row of utilization, stifled, cut former
Reason, carrying out the principle of tunnel " to block up in case being combination auxiliary, anti-blocking, limited drainage ", carrying out rich water karst tunnel
Guarded drainage injecting treatment, to meet the requirement of environmental protection, simultaneously based on rock mass mechanics theory, application rock mass limiting strain is former
Reason, determines tunnel stabilization early warning value, to meet the requirement quickly judging surrounding rock stability in constructing tunnel, and passes through monitoring measurement
Data come accurate evaluation country rock or the steady statue of supporting or development trend, guiding construction order, adjust supporting parameter, it is ensured that execute
Work safety and construction are smoothed out.
Further, the distance Advance geological prediction and forecast in described step S1, short distance Advance geological prediction and forecast
Specific operation process be:
Step S11, topography and geomorphology supplement exploration, supplement geologic survey；
Step S12, face geologic survey and sketch；
Step S13, the geological conditions using tunnel geological forecast system prediction forecast distance to be 50～150m；
Step S14, the geological conditions using geological radar prediction distance to be 30～50m；
The geological conditions that step S15, employing advance boreholes prediction distance are 30m, uses infrared detecting water prediction
The geological conditions that forecast distance is 20m, the geological conditions using 5～8 hole overlength borehole prediction distances to be 5～10m；
Step S16, according to detection information, prediction suggestion and engineering measure suggestion are proposed.
Further, in described step S2, the specific operation process of benching tunnelling method excavation is:
Step S211, advance geologic prediction；
Step S212, advanced tubule or advance anchor bolt supporting；
Step S213, upper half section photoface exploision excavation；
Step S214, for the first time injection 4cm thickness concrete；
Step S215, erection grid steel frame；
Step S216, upper half section combined bolting and shotcrete；
Step S217, lower half section photoface exploision excavation；
Step S218, second time injection 4cm thickness concrete；
Step S219, erection grid steel frame；
Step S2110, lower half section combined bolting and shotcrete.
Further, in described step S2, the specific operation process of full section method excavation is:
Step S221, advance geologic prediction；
Step S222, advanced tubule or advance anchor bolt supporting；
Step S223, full*.face smooth blasting excavate；
Step S224, injection 4cm thickness concrete；
Step S225, erection grid steel frame；
Step S226, combined bolting and shotcrete.
Further, the blasting parameter of described step S223 full*.face smooth blasting excavation is: perimeter shothole spacing E=
50cm, minimum burden W=60cm, periphery hole close coefficient K=E/W=0.83, every cyclic advance is 3.2m, and periphery hole is deep
3.2m, snubber 1.5～3.7m, the deep 3.6m of end eye, blast hole utilization factor is more than 90%, and periphery hole uses the little medicine in Φ=20
Volume, does not couple spaced loading structure, uses V-cut, and blasting sequence is entered by snubber, reliever, periphery hole, end eye order
OK.
Further, the blasted material that described step S223 full*.face smooth blasting excavation is used is: select No. 2 rocks
Nitrolite or rich water section use emulsion, and powder stick specification is Ф 32 × 200 millimeters and Ф 20 × 200 millimeters two kinds, detonator
It is 1～17 section of non-electric ms detonator, first carries out trying quick-fried before construction, and adjust blasting parameter according to the practical situation of country rock.
Further, in described step S3, the specific operation process of curtain-grouting scheme is:
Step S31, slip casting job execution prepare；
Step S32, grouting serous fluid are prepared；
Step S33, inlet well operation；
Step S34, slip casting operation；
Step S35, slip casting effect inspection, evaluate and remedy；
Step S36, abnormal conditions process.
Further, the preparation of described step S32 grouting serous fluid includes: single liquid cement mortar preparation, the double serosity of cement-sodium silicate
Preparation, the preparation of TGRM ultra-fine dual liquid type cement-base special-type injecting paste material, wherein the ratio of mud of single liquid cement mortar is 1:0.6～1:1,
After first dilute the denseest, if it is desired that cement mortar reduces setting time, the 2 of cement consumption～the accelerator of 3% can be penetrated into；Cement-water glass
In the double serosity of glass, the ratio of mud of cement mortar is 1:1～1:1.5, and the concentration of waterglass is 30～40 baume, cement-sodium silicate
Volume ratio is 1:0.3～1:1, and penetrates into the 1 of cement consumption～the retarder of 3% as required；TGRM ultra-fine dual liquid type cement
The ratio of mud of base Special grouting material is 0.38:1～0.42:1, and gel time is 30 minutes.
Further, the headroom displacement diagnostic method in described step S4 is with tunnel supporting body bit-rate or Displacement Ratio
Rate variation tendency is foundation, and when tunnel supporting body bit-rate trends towards 0, Tunneling System is stable；When displacement ratio exceedes
When 16 ‰, reinforcement supporting need to be carried out；According to described standard, utilize field monitoring data, draw out tunnel deformation characteristic curve, logical
Cross bit-rate or the analysis of displacement ratio, the stability state of country rock is judged.
Further, the Internal force of support structure diagnostic method in described step S4 includes according to anchor pole in tunnel structure system
Stress analytic process and the stress analytic process according to gunite concrete.
The present invention compared with prior art, has the following advantages and beneficial effect:
(1) present invention can quickly and relatively accurately find out tunnel perimeter certain limit and front of tunnel heading certain distance
The distribution of interior rock stratum, poor strata and lithology, tomography or rich water section etc. that front is not excavated location existence may be to executing
Work industrial belt carrys out the hydrological geological conditions of adverse effect, is held accurately, understands and interpretation, and based on this, takes
Corresponding technical matters measure carry out science, rationally, excavation and supporting operation in an orderly manner, thus ensure safety for tunnel engineering, change
Kind working environment, it is to avoid frequency and the degree that its generation occurs or reduces of geological disaster, reduces the economic loss that disaster is brought,
Accelerating construction progress simultaneously, the reduction of erection time, saves dominant and recessive construction cost, increases direct or indirect economic benefit；
(2) present invention distance Advance geological prediction and forecast employed in work progress, short distance Advance geological prediction and forecast side
Method, creatively solves multi-solution and the circumscribed shortcoming of advance boreholes checking scope of physical detecting.
Detailed description of the invention
Below in conjunction with embodiment, the present invention is described in further detail, but embodiments of the present invention are not limited to this.
Embodiment:
Major long tunnel rapid constructing method under complex geological condition, comprises the following steps:
Step S1, tunnel geology condition is carried out 30～150m distance Advance geological prediction and forecast, and in distance geology
On the basis of prediction, tunnel geology condition is carried out the short distance Advance geological prediction and forecast of 5～30m.
Wherein, the distance Advance geological prediction and forecast in described step S1, the concrete operations of short distance Advance geological prediction and forecast
Cheng Wei:
Step S11, topography and geomorphology supplement exploration, supplement geologic survey；
Step S12, face geologic survey and sketch；
Step S13, the geological conditions using tunnel geological forecast system prediction forecast distance to be 50～150m, tunnel
Advanced geology prediction system is little to constructing tunnel interference, can carry out in constructing tunnel gap；
Step S14, the geological conditions using geological radar prediction distance to be 30～50m；Geological radar scanning speed
Hurry up, easy and simple to handle, lightweight, resolution is high, image is directly perceived, trickle to the distribution reflection of layer structure Rock And Soil, geological radar pair
The anomalous reflections such as front of tunnel heading is aqueous, solution cavity, fracture belt are preferable；
The geological conditions that step S15, employing advance boreholes prediction distance are 30m, uses infrared detecting water prediction
The geological conditions that forecast distance is 20m, the geological conditions using 5～8 hole overlength borehole prediction distances to be 5～10m, in advance
Geotechnical boring comparable reflection intuitively boring formation lithology through position, rock mass completeness, crack degree, solution cavity size
And hydraulic pressure height etc. can be surveyed, in can carrying out hole for coal measure strata, coal measures with Gas explosion burns, in order to take suitably to prevent and treat to arrange
Executing, prevent and treat coal and gas prominent, compared with geophysical prospecting method, there are not the recurrent many solutions of physical prospecting means in advance boreholes
Property, uncertainty；
Step S16, according to detection information, prediction suggestion and engineering measure suggestion are proposed.
In constructing tunnel, introduce tunnel geological forecast system, geological radar, infrared detecting water etc. constructing tunnel is entered
Row advance geologic prediction, has the weakness of multi-solution in construction for physical detecting result, sum up and propose with in,
Long physical prospecting and advance boreholes are verified as main, and short distance mapping analysis and infrared detecting water are auxiliary, and overlength borehole is confirmed as
" the comprehensive three-dimensional advance geologic prediction technology " of " multistage, multi-level, the multi-method " of main contents.
Step S2, according to Advance geological prediction and forecast situation, use benching tunnelling method that IV b, V grade of country rock are excavated, use complete disconnected
III, IV a level country rock is excavated by face method.
Wherein, in described step S2, the specific operation process of benching tunnelling method excavation is:
Step S211, advance geologic prediction；
Step S212, advanced tubule or advance anchor bolt supporting；
Step S213, upper half section photoface exploision excavation；
Step S214, for the first time injection 4cm thickness concrete；
Step S215, erection grid steel frame；
Step S216, upper half section combined bolting and shotcrete；
Step S217, lower half section photoface exploision excavation；
Step S218, second time injection 4cm thickness concrete；
Step S219, erection grid steel frame；
Step S2110, lower half section combined bolting and shotcrete.
Further, in described step S2, the specific operation process of full section method excavation is:
Step S221, advance geologic prediction；
Step S222, advanced tubule or advance anchor bolt supporting；
Step S223, full*.face smooth blasting excavate；
Step S224, injection 4cm thickness concrete；
Step S225, erection grid steel frame；
Step S226, combined bolting and shotcrete.
V grade of country rock for fault belt uses three benching tunnelling method excavations, and length of bench is not more than 15m, excavation of topping bar
Highly about 3.0m, uses small pit goaf Cut Blasting, periphery manual amendment or artificial pneumatic pick directly to excavate according to country rock situation, people
Power transported in hand truck fashion, cyclic advance 0.5～1.0m, second, third bench excavation height is respectively about 3.0m, monolateral excavator
Excavation, mechanical tap, artificial wind does finishing, often circulates monolateral excavation length 1.0～about 1.5m；For general location V grade
Country rock uses two benching tunnelling method excavations, selects bucket step or benching tunnelling method according to country rock situation, and height general control of topping bar is left at 5m
The right side, can carry out mechanical tap；Preferable for globality III grade, IV a level country rock, use full section method excavation, once produce tunnel
The design profile in road, and apply preliminary bracing by design requirement in time.
Full tunnel is in addition to Portal Section uses combined bolting and shotcrete monolithic reinforced-concrete lining cutting, and remaining location all uses combined type
Lining cutting, preliminary bracing uses the mode that grid steel frame, anchor, net, spray combine.V grade of country rock uses advanced tubule, advance anchor bolt
Deng advance support measure, length 3.5m, the lap of splice is not less than 1.5m, the most annularly-distributed puts 25, and secondary lining is that mould builds 30cm (IV
Level), the thick C25 plain concrete of 35cm (V grade).
After each excavation circulation completes, first carry out just spraying 4cm thickness C20 concrete, close country rock, apply grid steel immediately
Frame, anchor, net, spray supporting, preliminary bracing reserve settlement 7cm, grid steel frame joint uses bolt-connection, base pad channel-section steel, breaks
Broken section of employingPer-fore pouring liquid with small pipe pre-reinforcement country rock, general location usesAdvanced grouting rock bolt pre support.
In construction, the driving immediately following face carries out surrouding rock deformation observation, when construction enters to oblique core portion, and initial support
Middle the original advanced tubule the most only arranged in arch is extended to more than in the middle part of abutment wall, spacing according to country rock situation adjust to
25cm, and strict control over-excavation, change into both sides, tunnel abutment wall and tunnel vault system anchor boltRadially grouting with small pipe,
Length is not less than 3.0m, meanwhile, arranges I-steel bow member in local, tunnel and substitutes grid steel frame, and increase steel arch-shelf spacing arrives
50cm/ Pin, to increase the rigidity of supporting construction, and arranges sufficient amount of blind pipe ejectment water at country rock EXIT POINT, and it is right to strengthen
The backfill of the pad in corner, jetting cement, the quality control of substrate cleaning, reduce the construction impact on deformation.
Further, the blasting parameter of described step S223 full*.face smooth blasting excavation is: perimeter shothole spacing E=
50cm, minimum burden W=60cm, periphery hole close coefficient K=E/W=0.83, every cyclic advance is 3.2m, and periphery hole is deep
3.2m, snubber 1.5～3.7m, the deep 3.6m of end eye, blast hole utilization factor is more than 90%, and periphery hole uses the little medicine in Φ=20
Volume, does not couple spaced loading structure, uses V-cut, and blasting sequence is entered by snubber, reliever, periphery hole, end eye order
OK.
Purging big gun hole with high-pressure blast before powder charge, medicine string and primer [cartridge] process on request, and the good payment to a porter of dish, fragment number is deposited
In case, it is ensured that charging is carried out in order, powder charge burst, packet are carried out, and by regulation tamping stemming, stemming length is not
Less than 20cm, strict control periphery hole explosive payload, make dose be uniformly distributed along borehole total length as far as possible, periphery hole preferably uses minor diameter
Powder stick and low explosive.Initiation net is multibranch network, to ensure the reliability and the accuracy that detonate, during connection, detonator
Can not tie a knot, draw and attenuate and damaged gas leakage, each borehole detonator hop count is identical with hole blasting design, ignites and uses blasting cap, and detonator is with black
Adhesive plaster wrapping is being located from cluster detonator more than free end 10cm, after network connects, special messenger is responsible for inspection, accomplish to rise in order
Quick-fried, and should make to have during perimeter blasting best free face, periphery hole with section to overbreak detonator time error the smaller the better.
Further, the blasted material that described step S223 full*.face smooth blasting excavation is used is: select No. 2 rocks
Nitrolite or rich water section use emulsion, and powder stick specification is Ф 32 × 200 millimeters and Ф 20 × 200 millimeters two kinds, detonator
It is 1～17 section of non-electric ms detonator, first carries out trying quick-fried before construction, and adjust blasting parameter according to the practical situation of country rock.
Step S3, according to Advance geological prediction and forecast situation, for the predictably launching stress in rich water section tunnel, under predictably
During water pressure >=3.0MPa, use the curtain-grouting scheme that the fixing collar in the range of the outer 8m of excavation contour line consolidates；Work as 2.0MPa
≤ predictably launching stress ＜ 3.0MPa time, use the curtain note of pre-pouring grout fixing collar consolidation in the range of the outer 5m of excavation contour line
Slurry scheme；As 1.0MPa≤predictably launching stress ＜ 2.0MPa, use the pre-reinforcement circle in the range of the outer 3m of excavation contour line
The curtain-grouting scheme of consolidation；When predictably launching stress, < during 1.0MPa, using grouting and reinforcing scope is the outer 5m of excavation contour line
In the range of tunneling boring radial grouting method.
In described step S3, the specific operation process of curtain-grouting scheme is:
Step S31, slip casting job execution prepare；
Step S32, grouting serous fluid are prepared；
Step S33, inlet well operation；
Step S34, slip casting operation；
Step S35, slip casting effect inspection, evaluate and remedy；
Step S36, abnormal conditions process.
The preparation of described step S32 grouting serous fluid includes: single liquid cement mortar preparation, cement-sodium silicate double River Bank Stability, TGRM
Ultra-fine dual liquid type cement-base special-type injecting paste material is prepared, and wherein the ratio of mud of single liquid cement mortar is 1:0.6～1:1, the dilutest rear dense,
If it is desired that cement mortar setting time reduces, the 2 of cement consumption～the accelerator of 3% can be penetrated into；In the double serosity of cement-sodium silicate
The ratio of mud of cement mortar is 1:1～1:1.5, and the concentration of waterglass is 30～40 baume, and the volume ratio of cement-sodium silicate is 1:
0.3～1:1, and penetrate into the 1 of cement consumption～the retarder of 3% as required；TGRM ultra-fine dual liquid type cement-base special-type slip casting
The ratio of mud of material is 0.38:1～0.42:1, and gel time is 30 minutes.
When carrying out the inlet well operation of step S33, on face, mark aperture position with red paint according to aperture coordinate
Putting and indicate hole number, orifice position is ± 5cm with the allowable deviation of design attitude, and at the bottom of hole, position should be less than 30cm, is put by rig
It is placed on the multifunctional hole-drilling stand of designed, designed processing, utilizes rig head and the tail coordinate difference to control vertically and horizontal angle, according to
About each orifice angle requirement in design drawing, adjust drilling rod faces upward (bowing) angle and horizontal angle, mobile drill, is marked by drill bit alignment
Orifice position, carries out bore operation.
After step S4, tunnel excavation, geology and preliminary bracing situation, periphery displacement amount, vault sinking amount are monitored
Measure, and with Internal force of support structure diagnostic method, the structural stability in rich water section tunnel is commented according to headroom displacement diagnostic method
Valency.
Headroom displacement diagnostic method in described step S4:
Taking tunnel arch top settlement displacement warning value U is: U=0.015 μ B
In formula: μ is the Poisson's ratio of rock mass in tunnel；B is tunnel span.
Taking both sides, tunnel abutment wall convergence displacement warning value W is: W=0.03 μ H
In formula: μ is the Poisson's ratio of rock mass in tunnel；H is tunnel excavation free height.
Displacement warning value is restrained as foundation, when tunnel carries with tunnel arch top settlement displacement warning value or both sides, tunnel abutment wall
When the displacement of body exceedes tunnel arch top settlement displacement warning value or both sides, tunnel abutment wall convergence displacement warning value, reinforcement need to be carried out and prop up
Protect, and utilize field monitoring data, draw out tunnel deformation characteristic curve, by bit-rate or the analysis of displacement ratio,
The stability state of country rock is judged.
Internal force of support structure diagnostic method in described step S4 includes according to the stress of anchor pole in tunnel structure system
Analytic process and the stress analytic process according to gunite concrete.
1) according to the stress of anchor pole in tunnel structure system:
Affected notable position in Karst Tunnel by solution cavity and laid force-measuring anchor stock, the force-bearing situation of actual measurement anchor pole.
[N]≥NActual measurement
[N]=π dL τ
In formula, [N] is the design tension pull out force of anchor pole, breaks situation by reinforcing bar and situation extracted by reinforcing bar, take little after calculating
Value；
NActual measurementActual tension pull out force for anchor pole；
σ is the design tensile strength of steel；
τ is that the shearing strength of mortar and country rock gets the small value；
D is the diameter of anchor pole；
L is rock-bolt length.
As site observation result meets above formula, then surrounding rock supporting system can keep stable；Otherwise, reinforcement supporting need to be carried out.
2) according to the stress of gunite concrete:
In the shotcrete layer of initial support, lay strain gauge, measure the strain in shotcrete layer or answer
Power, the strain in actual measurement spray-up or stress.
[σDraw]≥σActual measurement
[σPressure]≥σActual measurement
[ε]≥εActual measurement
In formula, [σDraw] it is the tensile strength of spray-up concrete layer；
[σPressure] it is the comprcssive strength of spray-up concrete layer；
σActual measurementObserved strength for spray-up concrete layer；
[ε] is the permission strain of spray-up concrete layer；
εActual measurementActual measurement for spray-up concrete layer strains.
As site observation result meets above formula, then surrounding rock supporting system can keep stable；Otherwise, reinforcement supporting need to be carried out.
The above, be only presently preferred embodiments of the present invention, and the present invention not does any pro forma restriction, every depends on
Any simple modification of being made above example according to the technical spirit of the present invention, equivalent variations, each fall within the protection of the present invention
Within the scope of.
Claims (10)
1. major long tunnel rapid constructing method under complex geological condition, it is characterised in that comprise the following steps:
Step S1, tunnel geology condition is carried out the distance Advance geological prediction and forecast of 30～150 m, and at distance Geological Prediction
On the basis of forecast, tunnel geology condition is carried out the short distance Advance geological prediction and forecast of 5～30m；
Step S2, according to Advance geological prediction and forecast situation, use benching tunnelling method that IV b, V grade of country rock are excavated, use full section method
III, IV a level country rock is excavated；
Step S3, according to Advance geological prediction and forecast situation, for the predictably launching stress in rich water section tunnel, when prediction ground water pressure
During power >=3.0MPa, use the curtain-grouting scheme that the fixing collar in the range of the outer 8m of excavation contour line consolidates；As 2.0MPa≤pre-
During geodetic launching stress ＜ 3.0MPa, use the curtain-grouting side that the pre-pouring grout fixing collar in the range of the outer 5m of excavation contour line consolidates
Case；As 1.0MPa≤predictably launching stress ＜ 2.0MPa, use the pre-reinforcement circle consolidation in the range of the outer 3m of excavation contour line
Curtain-grouting scheme；When predictably launching stress, < during 1.0MPa, using grouting and reinforcing scope is the outer 5m scope of excavation contour line
Interior tunneling boring radial grouting method；
After step S4, tunnel excavation, it is monitored geology and preliminary bracing situation, periphery displacement amount, vault sinking amount measuring,
And the structural stability in rich water section tunnel is evaluated with Internal force of support structure diagnostic method according to headroom displacement diagnostic method.
Major long tunnel rapid constructing method under complex geological condition the most according to claim 1, it is characterised in that described step
Suddenly the distance Advance geological prediction and forecast in S1, the specific operation process of short distance Advance geological prediction and forecast are:
Step S11, topography and geomorphology supplement exploration, supplement geologic survey；
Step S12, face geologic survey and sketch；
Step S13, the geological conditions using tunnel geological forecast system prediction forecast distance to be 50～150 m；
Step S14, the geological conditions using geological radar prediction distance to be 30～50 m；
The geological conditions that step S15, employing advance boreholes prediction distance are 30m, uses infrared detecting water prediction
The geological conditions that distance is 20m, the geological conditions using 5～8 hole overlength borehole prediction distances to be 5～10m；
Step S16, according to detection information, prediction suggestion and engineering measure suggestion are proposed.
Major long tunnel rapid constructing method under complex geological condition the most according to claim 1, it is characterised in that described step
In rapid S2, the specific operation process of benching tunnelling method excavation is:
Step S211, advance geologic prediction；
Step S212, advanced tubule or advance anchor bolt supporting；
Step S213, upper half section photoface exploision excavation；
Step S214, for the first time injection 4cm thickness concrete；
Step S215, erection grid steel frame；
Step S216, upper half section combined bolting and shotcrete；
Step S217, lower half section photoface exploision excavation；
Step S218, second time injection 4cm thickness concrete；
Step S219, erection grid steel frame；
Step S2110, lower half section combined bolting and shotcrete.
Major long tunnel rapid constructing method under complex geological condition the most according to claim 1, it is characterised in that described step
In rapid S2, the specific operation process of full section method excavation is:
Step S221, advance geologic prediction；
Step S222, advanced tubule or advance anchor bolt supporting；
Step S223, full*.face smooth blasting excavate；
Step S224, injection 4cm thickness concrete；
Step S225, erection grid steel frame；
Step S226, combined bolting and shotcrete.
Major long tunnel rapid constructing method under complex geological condition the most according to claim 4, it is characterised in that described step
The blasting parameter of rapid S223 full*.face smooth blasting excavation is: perimeter shothole spacing E=50cm, minimum burden W=60cm, periphery hole
Close coefficient K=E/W=0.83, every cyclic advance is 3.2m, the deep 3.2m of periphery hole, snubber 1.5～3.7m, the deep 3.6m of end eye,
Blast hole utilization factor is more than 90%, and periphery hole uses Φ=20 small medicine coil, does not couple spaced loading structure, uses V-cut,
Blasting sequence is carried out by snubber, reliever, periphery hole, end eye order.
Major long tunnel rapid constructing method under complex geological condition the most according to claim 5, it is characterised in that described step
The blasted material that rapid S223 full*.face smooth blasting excavation is used is: select No. 2 rock dynamites or rich water section to use breast
Changing explosive, powder stick specification is Ф 32 × 200 millimeters and Ф 20 × 200 millimeters two kinds, and detonator is 1～17 section of non-electric ms detonator,
First carry out trying quick-fried before construction, and adjust blasting parameter according to the practical situation of country rock.
7., according to major long tunnel rapid constructing method under the complex geological condition described in any one of claim 1-6, its feature exists
In, in described step S3, the specific operation process of curtain-grouting scheme is:
Step S31, slip casting job execution prepare；
Step S32, grouting serous fluid are prepared；
Step S33, inlet well operation；
Step S34, slip casting operation；
Step S35, slip casting effect inspection, evaluate and remedy；
Step S36, abnormal conditions process.
Major long tunnel rapid constructing method under complex geological condition the most according to claim 7, it is characterised in that described step
Rapid S32 grouting serous fluid preparation includes: single liquid cement mortar preparation, cement-sodium silicate double River Bank Stability, TGRM ultra-fine dual liquid type cement
Base Special grouting material is prepared, and wherein the ratio of mud of single liquid cement mortar is 1:0.6～1:1, the dilutest rear dense, if it is desired that cement mortar
Setting time reduces, and can penetrate into the 2 of cement consumption～the accelerator of 3%；The ratio of mud of cement mortar in the double serosity of cement-sodium silicate
For 1:1～1:1.5, the concentration of waterglass is 30～40 baume, and the volume ratio of cement-sodium silicate is 1:0.3～1:1, and root
According to needing to penetrate into 1～the retarder of 3% of cement consumption；The ratio of mud of TGRM ultra-fine dual liquid type cement-base special-type injecting paste material is
0.38:1～0.42:1, gel time is 30 minutes.
9., according to major long tunnel rapid constructing method under the complex geological condition described in any one of claim 1-6, its feature exists
It is with tunnel supporting body bit-rate or displacement ratio variation tendency for depending in, the headroom displacement diagnostic method in described step S4
According to, when tunnel supporting body bit-rate trends towards 0, Tunneling System is stable；When displacement ratio is more than 16 ‰, reinforcement need to be carried out
Supporting；According to described standard, utilize field monitoring data, draw out tunnel deformation characteristic curve, by bit-rate or position
Move the analysis of ratio, the stability state of country rock is judged.
10., according to major long tunnel rapid constructing method under the complex geological condition described in any one of claim 1-6, its feature exists
In, the Internal force of support structure diagnostic method in described step S4 includes according to the stress analytic process of anchor pole in tunnel structure system
With the stress analytic process according to gunite concrete.
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| CN107620596A (en) * | 2017-09-20 | 2018-01-23 | 唐伟 | A kind of rock tunnel driving method |
| CN108286920A (en) * | 2018-01-31 | 2018-07-17 | 中铁二十二局集团第工程有限公司 | A kind of implementation of Tunnel Blasting and excavation |
| CN108510202A (en) * | 2018-04-09 | 2018-09-07 | 中铁十二局集团第二工程有限公司 | The monitoring information management method and managing device of building are worn under hydraulic tunnel |
| CN109025806A (en) * | 2018-07-26 | 2018-12-18 | 重庆交通建设(集团)有限责任公司 | Intensive living area construction method is worn under shallow-buried sector |
| CN109723444A (en) * | 2019-01-04 | 2019-05-07 | 中铁十一局集团第四工程有限公司 | A kind of Support System in Soft Rock Tunnels mechanization tunneling boring Rapid Excavation cyclization drill eye blasting construction |
| CN109736796A (en) * | 2019-03-04 | 2019-05-10 | 中铁十六局集团有限公司 | A kind of intensification blasthole forward probe mechanism and its forecasting procedure |
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| CN107620596A (en) * | 2017-09-20 | 2018-01-23 | 唐伟 | A kind of rock tunnel driving method |
| CN108286920A (en) * | 2018-01-31 | 2018-07-17 | 中铁二十二局集团第工程有限公司 | A kind of implementation of Tunnel Blasting and excavation |
| CN108510202A (en) * | 2018-04-09 | 2018-09-07 | 中铁十二局集团第二工程有限公司 | The monitoring information management method and managing device of building are worn under hydraulic tunnel |
| CN109025806A (en) * | 2018-07-26 | 2018-12-18 | 重庆交通建设(集团)有限责任公司 | Intensive living area construction method is worn under shallow-buried sector |
| CN109723444A (en) * | 2019-01-04 | 2019-05-07 | 中铁十一局集团第四工程有限公司 | A kind of Support System in Soft Rock Tunnels mechanization tunneling boring Rapid Excavation cyclization drill eye blasting construction |
| CN109736796A (en) * | 2019-03-04 | 2019-05-10 | 中铁十六局集团有限公司 | A kind of intensification blasthole forward probe mechanism and its forecasting procedure |
| CN112081594A (en) * | 2020-08-27 | 2020-12-15 | 中铁三局集团广东建设工程有限公司 | BIM-based rapid construction method for long and large sandy slate tunnel |
| CN112832822A (en) * | 2021-03-24 | 2021-05-25 | 中铁二院重庆勘察设计研究院有限责任公司 | Rock mass grouting reinforcement gas prevention and control method for guaranteeing safety of gas outburst tunnel |
| CN114060043A (en) * | 2021-12-01 | 2022-02-18 | 中国铁建大桥工程局集团有限公司 | Construction method for soil pressure balance shield to penetrate through composite stratum |
| CN114412476A (en) * | 2021-12-28 | 2022-04-29 | 中铁二十局集团第二工程有限公司 | Tunnel construction method |
| CN117852887A (en) * | 2024-01-11 | 2024-04-09 | 铁正检测科技有限公司 | Tunnel geological monitoring management system based on big data |
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