CN106089217B - 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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- CN106089217B CN106089217B CN201610585922.2A CN201610585922A CN106089217B CN 106089217 B CN106089217 B CN 106089217B CN 201610585922 A CN201610585922 A CN 201610585922A CN 106089217 B CN106089217 B CN 106089217B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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 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 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
Abstract
The invention discloses major long tunnel rapid constructing method under a kind of complex geological condition, comprise the following steps：Step S1, the long range Advance geological prediction and forecast of 30~150 m is carried out to tunnel geology condition, and on the basis of long range Advance geological prediction and forecast, the short distance Advance geological prediction and forecast of 5~30m is carried out to tunnel geology condition；Step S2, according to Advance geological prediction and forecast situation, IV b, V grade of country rock are excavated using benching tunnelling method, III, IV a grades of country rocks are excavated using full section method；Step S3, according to Advance geological prediction and forecast situation, for the prediction groundwater pressure in rich water section tunnel, using different curtain-grouting schemes；Step S4, after tunnel excavation, measurement is monitored to geology and preliminary bracing situation, periphery displacement amount, vault sinking amount.The beneficial effects of the invention are as follows：Constructing tunnel task can safely and fast be completed in Unfavorable Conditions.
Description
Technical field
The present invention relates to technical field of tunnel construction, is that major long tunnel is quick under a kind of complex geological condition specifically
Construction method.
Background technology
With the rapid development of China's economic society, the traffic base construction such as highway in China, railway has welcome new development
Peak.Particularly in recent years, with Midwest great development, the Yangtze River Delta, Pearl River Delta economic zone and Northeastern rust belt etc.
Develop successively, country has created many larger highways and railway line, wherein public, 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 the I grade of trunk railway of country for the alpine region excessive risk for performing 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, is easily sent out in construction
Raw gushing water, prominent mud disaster, III grade of country rock 1375m, IV grade of country rock 5098m, VI grade of country rock 362m of I line Tunnel Passing in construction.Ⅰ、
II line entrance section of tunnel buried depth is shallow, karst corrosion development, and difficulty of construction is very big；I threaded list road is in DK267+850~DK269+670
Being located to oblique core portion rich water section, this section of stratum near the oblique core portion of gold the direction which a grave faces for 1820m is passed through, to oblique for ground water reservoir, rich water
Location, underground water are developed very much, complex geologic conditions, wherein, to pass through the F2 tomographies of 97m in this section of construction, easily formed gushing water,
Prominent mud and large area landslide, unpredictalbe geological problem is more, and difficulty of construction is big, and tunnel is in the maximum buried depth of hole section
355m, norm al discharge rate 7334m3/ d, maximum flooding quantity 45761m3/d.Easily occur in constructing in above location extensive
Propagation in Tunnel Disaster, difficulty of construction is big, Geological Prediction Technology is required high.
Therefore, how in Unfavorable Conditions constructing tunnel task safely and fast is completed, is that weight is needed in work progress
Point solves the problems, such as.
The content of the invention
, can quickly simultaneously it is an object of the invention to provide major long tunnel rapid constructing method under a kind of complex geological condition
Relatively accurately find out the distribution of rock stratum in tunnel perimeter a certain range and front of tunnel heading certain distance, do not excavate ground to front
Poor strata and its lithology, tomography or rich water section etc. may bring the hydrogeology of adverse effect to construction operation existing for section
Situation, is able to accurately assurance, understanding and interpretation, and based on this, takes corresponding technical matters measure to carry out science, close
Reason, in an orderly manner excavation and supporting operation, so as to ensure safety for tunnel engineering, improve operating environment, avoid the generation of geological disaster
Or the frequency and degree of its generation are reduced, the economic loss that disaster is brought is reduced, accelerates construction progress, shortens the construction period at the same time, is saved
About dominant and recessive construction cost, increases 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, the long range Advance geological prediction and forecast of 30~150m is carried out to tunnel geology condition, and in long range geology
On the basis of prediction, the short distance Advance geological prediction and forecast of 5~30m is carried out to tunnel geology condition；
Step S2, according to Advance geological prediction and forecast situation, IV b, V grade of country rock are excavated using benching tunnelling method, using complete disconnected
Face method excavates III, IV a grades of country rocks；
Step S3, according to Advance geological prediction and forecast situation, for the prediction groundwater pressure in rich water section tunnel, under predictably
During water pressure >=3.0MPa, using the curtain-grouting scheme of the fixing collar consolidation in the range of 8m outside excavation contour line；Work as 2.0MPa
During≤prediction groundwater pressure ＜ 3.0MPa, the curtain consolidated using the pre-pouring grout fixing collar in the range of 5m outside excavation contour line is noted
Slurry scheme；As 1.0MPa≤prediction groundwater pressure ＜ 2.0MPa, using the pre-reinforcement circle in the range of 3m outside excavation contour line
The curtain-grouting scheme of consolidation；When prediction groundwater pressure<During 1.0MPa, grouting and reinforcing scope is used as 5m outside excavation contour line
In the range of tunneling boring radial grouting method；
Step S4, after tunnel excavation, geology and preliminary bracing situation, periphery displacement amount, vault sinking amount are monitored
Measurement, and the structural stability in rich water section tunnel is commented with Internal force of support structure diagnostic method according to headroom displacement diagnostic method
Valency.
Applied geology mechanics principle, geophysical probing technique principle, Shallow groundwater resources ripple principle and turn spy of the present invention
Principle verifies tunnel harm geological structure, tunnel geology advanced prediction forecast is carried out, with reference to benching tunnelling method and full section method, to difference
The country rock of grade is excavated, and to reduce the disturbance to country rock, gives full play to the self-bearing ability of country rock, utilizes row, stifled, section original
Reason, carry out tunnel " based on stifled, to prevent supplemented by, anti-blocking combination, limited drainage " principle, carry out rich water karst tunnel
Guarded drainage injecting treatment, it is former using rock mass limiting strain to meet the requirement of environmental protection, while based on rock mass mechanics theory
Reason, determines tunnel stabilization early warning value, to meet quickly to judge the requirement of surrounding rock stability in constructing tunnel, and passes through monitoring measurement
Data carry out the stable state or development trend of accurate evaluation country rock or supporting, and guiding construction order, adjusts supporting parameter, it is ensured that apply
Work safety and construction are smoothed out.
Further, the long range Advance geological prediction and forecast in the step S1, short distance Advance geological prediction and forecast
Specific operation process be：
Step S11, the exploration of topography and geomorphology supplement, supplement geologic survey；
Step S12, face geologic survey and sketch；
Step S13, geological conditions of the tunnel geological forecast system prediction forecast distance for 50~150m is used；
Step S14, geological conditions of the geological radar prediction distance for 30~50m is used；
Step S15, advance boreholes prediction distance is used to be predicted for the geological conditions of 30m using infrared detecting water
The geological conditions that forecast distance is 20m, uses geological conditions of 5~8 hole overlength borehole prediction distances for 5~10m；
Step S16, according to detection information, prediction opinion and engineering measure suggestion are proposed.
Further, the specific operation process of benching tunnelling method excavation is in the step S2：
Step S211, advance geologic prediction；
Step S212, advanced tubule or advance anchor bolt supporting；
Step S213, the photoface exploision of upper half section is excavated；
Step S214,4cm thickness concrete is sprayed for the first time；
Step S215, grid steel frame is erected；
Step S216, upper half section combined bolting and shotcrete；
Step S217, the photoface exploision of lower half section is excavated；
Step S218, second of injection 4cm thickness concrete；
Step S219, grid steel frame is erected；
Step S2110, lower half section combined bolting and shotcrete.
Further, the specific operation process of full section method excavation is in the step S2：
Step S221, advance geologic prediction；
Step S222, advanced tubule or advance anchor bolt supporting；
Step S223, full*.face smooth blasting excavates；
Step S224,4cm thickness concrete is sprayed；
Step S225, grid steel frame is erected；
Step S226, combined bolting and shotcrete.
Further, the blasting parameter of the step S223 full*.face smooth blastings excavation is：Periphery hole spacing E=
50cm, minimum burden W=60cm, periphery hole close coefficient K=E/W=0.83 is 3.2m per cyclic advance, and periphery hole is deep
3.2m, 1.5~3.7m of snubber, bottom eye depth 3.6m, for blast hole utilization factor more than 90%, periphery hole uses the small medicine in Φ=20
Volume, does not couple spaced loading structure, using V-cut, blasting sequence by snubber, reliever, periphery hole, bottom eye order into
OK.
Further, blasted material is used by the step S223 full*.face smooth blastings excavate：Select No. 2 rocks
Nitrolite or rich water section use emulsion, and powder stick specification is 32 × 200 millimeters and Ф 20 × 200 millimeters two kinds of Ф, detonator
For 1~17 section of non-electric ms detonator, first carry out trying before construction it is quick-fried, and according to the actual conditions of country rock adjustment blasting parameter.
Further, the specific operation process of curtain-grouting scheme is in the step S3：
Step S31, slip casting job execution prepares；
Step S32, grouting serous fluid is prepared；
Step S33, inlet well operation；
Step S34, slip casting operation；
Step S35, slip casting effect inspection, evaluate and remedy；
Step S36, abnormal conditions are handled.
Further, the step S32 grouting serous fluids are prepared and included：Single liquid cement mortar is prepared, the double slurries of cement-sodium silicate
Prepare, the ultra-fine dual liquid type cement-base special-type injecting paste material preparations of TGRM, wherein the ratio of mud of single liquid cement mortar is 1：0.6~1：1,
It is dense after first dilute, if it is desired that cement mortar setting time is reduced, 2~3% accelerator of cement consumption can be penetrated into；Cement-water glass
The ratio of mud of cement mortar is 1 in the double slurries of glass：1~1：1.5, the concentration of waterglass is 30~40 baume, cement-sodium silicate
Volume ratio is 1：0.3~1：1, and 1~3% retarder of cement consumption is penetrated into as needed；The ultra-fine dual liquid type cement of TGRM
The ratio of mud of base Special grouting material is 0.38：1~0.42：1, gel time is 30 minutes.
Further, the headroom displacement diagnostic method in the step S4 is with tunnel supporting body bit-rate or Displacement Ratio
Rate variation tendency is foundation, and when when tunnel, supporting body bit-rate is intended to 0, Tunneling System is stablized；When displacement ratio exceedes
When 16 ‰, reinforcement supporting need to be carried out；According to the standard, using field monitoring data, tunnel deformation characteristic curve is drawn out, is led to
The analysis to bit-rate or displacement ratio is crossed, the stability state of country rock is judged.
Further, the Internal force of support structure diagnostic method in the step S4 is included according to anchor pole in tunnel structure system
Stress analytic approach and the stress analytic approach according to gunite concrete.
Compared with prior art, the present invention haing the following advantages and beneficial effect：
(1) present invention can quickly and relatively accurately find out tunnel perimeter a certain range and front of tunnel heading certain distance
The distribution of interior rock stratum, front is not excavated poor strata existing for location and its lithology, tomography or rich water section etc. may give apply
Work industry brings the hydrological geological conditions of adverse effect, is able to accurately assurance, understanding and interpretation, and based on this, take
Corresponding technical matters measure carries out science, reasonable, excavation and supporting operation in an orderly manner, so as to ensure safety for tunnel engineering, changes
Kind operating environment, avoids the generation of geological disaster or reduces the frequency and degree of its generation, reduce the economic loss that disaster is brought,
Accelerate construction progress, shorten the construction period at the same time, save dominant and recessive construction cost, increase direct or indirect economic benefit；
(2) present invention long range Advance geological prediction and forecast used in the construction process, short distance Advance geological prediction and forecast side
Method, creatively solve physical detecting multi-solution and advance boreholes verification scope limitation the shortcomings that.
Embodiment
The present invention is described in further detail with reference to embodiment, but the implementation of the present invention is not limited to this.
Embodiment：
Major long tunnel rapid constructing method under complex geological condition, comprises the following steps：
Step S1, the long range Advance geological prediction and forecast of 30~150m is carried out to tunnel geology condition, and in long range geology
On the basis of prediction, the short distance Advance geological prediction and forecast of 5~30m is carried out to tunnel geology condition.
Wherein, the concrete operations of the long range Advance geological prediction and forecast, short distance Advance geological prediction and forecast in the step S1
Cheng Wei：
Step S11, the exploration of topography and geomorphology supplement, supplement geologic survey；
Step S12, face geologic survey and sketch；
Step S13, tunnel geological forecast system prediction forecast distance is used as the geological conditions of 50~150m, tunnel
Advanced geology prediction system is small to constructing tunnel interference, can be carried out in constructing tunnel gap；
Step S14, geological conditions of the geological radar prediction distance for 30~50m is used；Geological radar sweep speed
Hurry up, be easy to operate, is light-weight, high resolution, image it is directly perceived, layer structure Rock And Soil is distributed and reflects trickle, geological radar pair
The anomalous reflections such as front of tunnel heading is aqueous, solution cavity, fracture belt are preferable；
Step S15, advance boreholes prediction distance is used to be predicted for the geological conditions of 30m using infrared detecting water
The geological conditions that forecast distance is 20m, uses geological conditions of 5~8 hole overlength borehole prediction distances for 5~10m, in advance
Geotechnical boring may compare intuitively reflection drilling by the formation lithology at position, rock mass completeness, crack degree, solution cavity size
And can to survey hydraulic pressure height low, it can carry out coal in hole for coal measure strata and be measured with Gas explosion burns, to take suitable prevention to arrange
Apply, prevent coal and gas prominent, compared with geophysical prospecting method, there is no the recurrent more solutions of physical prospecting means for advance boreholes
Property, uncertainty；
Step S16, according to detection information, prediction opinion and engineering measure suggestion are proposed.
Introduced in constructing tunnel tunnel geological forecast system, geological radar, infrared detecting water etc. to constructing tunnel into
Row advance geologic prediction, has the weakness of multi-solution in construction for physical detecting result, summarize and propose in,
Based on long physical prospecting and advance boreholes verification, supplemented by the analysis of short distance mapping and infrared detecting water, overlength borehole is confirmed as
" the comprehensive three-dimensional advance geologic prediction technology " of " multistage, the multi-level, multi-method " of main contents.
Step S2, according to Advance geological prediction and forecast situation, IV b, V grade of country rock are excavated using benching tunnelling method, using complete disconnected
Face method excavates III, IV a grades of country rocks.
Wherein, the specific operation process of benching tunnelling method excavation is in the step S2：
Step S211, advance geologic prediction；
Step S212, advanced tubule or advance anchor bolt supporting；
Step S213, the photoface exploision of upper half section is excavated；
Step S214,4cm thickness concrete is sprayed for the first time；
Step S215, grid steel frame is erected；
Step S216, upper half section combined bolting and shotcrete；
Step S217, the photoface exploision of lower half section is excavated；
Step S218, second of injection 4cm thickness concrete；
Step S219, grid steel frame is erected；
Step S2110, lower half section combined bolting and shotcrete.
Further, the specific operation process of full section method excavation is in the step S2：
Step S221, advance geologic prediction；
Step S222, advanced tubule or advance anchor bolt supporting；
Step S223, full*.face smooth blasting excavates；
Step S224,4cm thickness concrete is sprayed；
Step S225, grid steel frame is erected；
Step S226, combined bolting and shotcrete.
Excavated for V grade of country rock of fault belt using three benching tunnelling methods, length of bench is not more than 15m, and top bar is excavated
Height 3.0m or so, uses small pit goaf Cut Blasting, periphery manual amendment or artificial pneumatic pick directly excavate, people according to country rock situation
Power transported in hand truck fashion, 0.5~1.0m of cyclic advance, second, third bench excavation highly respectively 3.0m or so, unilateral excavator
Excavate, mechanical tap, artificial wind does finishing, often circulates unilateral 1.0~1.5m of excavation length or so；For V grade of general location
Country rock is excavated using two benching tunnelling methods, selects bucket step or benching tunnelling method according to country rock situation, top bar height general control is left in 5m
The right side, can carry out mechanical tap；For preferable III grade of globality, IV a grades of country rock, excavated using full section method, once produce tunnel
The design profile in road, and in time preliminary bracing is applied by design requirement.
In addition to Portal Section uses combined bolting and shotcrete monolithic reinforced-concrete lining cutting, remaining location uses combined type in full tunnel
Lining cutting, preliminary bracing is by the way of grid steel frame, anchor, net, spray combine.V grade of country rock is using advanced tubule, advance anchor bolt
It is not less than 1.5m Deng advance support measure, length 3.5m, the lap of splice, 25 is arranged per ring, secondary lining builds 30cm (IV for mould
Level), 35cm (V grade) thickness C25 plain concretes.
After the completion of each excavation circulation, just spray 4cm thickness C20 concrete is first carried out, closing country rock, applies grid steel immediately
Frame, anchor, net, spray supporting, preliminary bracing reserve settlement 7cm, grid steel frame connector use bolt-connection, and base pad channel steel, breaks
Broken section of usePer-fore pouring liquid with small pipe pre-reinforcement country rock, general location useAdvanced grouting rock bolt pre support.
Driving in construction immediately following face carries out surrouding rock deformation observation, when construction enters to oblique core portion, initial support
It is middle will originally only arch set advanced tubule extend to more than in the middle part of abutment wall, spacing according to country rock situation adjust to
25cm, and stringent control over-excavation, tunnel both sides abutment wall and tunnel vault system anchor bolt are changed toRadial direction grouting with small pipe,
Length is not less than 3.0m, meanwhile, in tunnel, local setting I-steel bow member substitutes grid steel frame, and increases steel arch-shelf spacing and arrive
50cm/ Pin, to increase the rigidity of supporting construction, and set sufficient amount of blind pipe ejectment water, reinforcement pair at country rock EXIT POINT
The support pad in corner, jetting cement backfill, the quality control of substrate cleaning, reduce influence of the construction to deformation.
Further, the blasting parameter of the step S223 full*.face smooth blastings excavation is：Periphery hole spacing E=
50cm, minimum burden W=60cm, periphery hole close coefficient K=E/W=0.83 is 3.2m per cyclic advance, and periphery hole is deep
3.2m, 1.5~3.7m of snubber, bottom eye depth 3.6m, for blast hole utilization factor more than 90%, periphery hole uses the small medicine in Φ=20
Volume, does not couple spaced loading structure, using V-cut, blasting sequence by snubber, reliever, periphery hole, bottom eye order into
OK.
Blasthole is purged with high-pressure blast before powder charge, medicine string and primer [cartridge] process on request, the good payment to a porter of disk, fragment number storage
In the case, it is ensured that charging carries out in order, and powder charge burst, packet carry out, and consolidate stemming by regulation, and stemming length is not
It is stringent to control periphery hole explosive payload less than 20cm, dose is 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 accuracy of detonation, during connection, detonator
It cannot 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 located from more than cluster detonator free end 10cm, after network connects, is responsible for inspection by special messenger, to accomplish to rise in order
It is quick-fried, and should make have best free face during perimeter blasting, periphery hole with section to overbreak detonator time error the smaller the better.
Further, blasted material is used by the step S223 full*.face smooth blastings excavate：Select No. 2 rocks
Nitrolite or rich water section use emulsion, and powder stick specification is 32 × 200 millimeters and Ф 20 × 200 millimeters two kinds of Ф, detonator
For 1~17 section of non-electric ms detonator, first carry out trying before construction it is quick-fried, and according to the actual conditions of country rock adjustment blasting parameter.
Step S3, according to Advance geological prediction and forecast situation, for the prediction groundwater pressure in rich water section tunnel, under predictably
During water pressure >=3.0MPa, using the curtain-grouting scheme of the fixing collar consolidation in the range of 8m outside excavation contour line；Work as 2.0MPa
During≤prediction groundwater pressure ＜ 3.0MPa, the curtain consolidated using the pre-pouring grout fixing collar in the range of 5m outside excavation contour line is noted
Slurry scheme；As 1.0MPa≤prediction groundwater pressure ＜ 2.0MPa, using the pre-reinforcement circle in the range of 3m outside excavation contour line
The curtain-grouting scheme of consolidation；When prediction groundwater pressure<During 1.0MPa, grouting and reinforcing scope is used as 5m outside excavation contour line
In the range of tunneling boring radial grouting method.
The specific operation process of curtain-grouting scheme is in the step S3：
Step S31, slip casting job execution prepares；
Step S32, grouting serous fluid is prepared；
Step S33, inlet well operation；
Step S34, slip casting operation；
Step S35, slip casting effect inspection, evaluate and remedy；
Step S36, abnormal conditions are handled.
The step S32 grouting serous fluids, which are prepared, to be included：Single liquid cement mortar is prepared, cement-sodium silicate double River Bank Stability, TGRM
Ultra-fine dual liquid type cement-base special-type injecting paste material is prepared, wherein the ratio of mud of single liquid cement mortar is 1：0.6~1：1, it is dense after first dilute,
If it is desired that cement mortar setting time is reduced, 2~3% accelerator of cement consumption can be penetrated into；In the double slurries of cement-sodium silicate
The ratio of mud of cement mortar is 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 1~3% retarder of cement consumption is penetrated into as needed；The ultra-fine dual liquid type cement-base special-type slip castings of TGRM
The ratio of mud of material is 0.38：1~0.42：1, gel time is 30 minutes.
When carrying out step S33 inlet well operations, aperture position is marked with red paint on face according to aperture coordinate
Put and indicate hole number, the allowable deviation of orifice position and design position is ± 5cm, and bottom hole position should be less than 30cm, drilling machine is put
It is placed on the multifunctional hole-drilling rack of designed, designed processing, vertical and horizontal angle is controlled using drilling machine head and the tail coordinate difference, according to
On the requirement of each orifice angle in design drawing, adjust drilling rod faces upward and (bows) angle and horizontal angle, and mobile drill, drill bit alignment is marked
Orifice position, carries out bore operation.
Step S4, after tunnel excavation, geology and preliminary bracing situation, periphery displacement amount, vault sinking amount are monitored
Measurement, and the structural stability in rich water section tunnel is commented with Internal force of support structure diagnostic method according to headroom displacement diagnostic method
Valency.
Headroom displacement diagnostic method in the step S4：
The tunnel arch top settlement displacement warning value U is taken to be：U=0.015 μ B
In formula：μ is the Poisson's ratio of rock mass in tunnel；B is tunnel span.
The tunnel both sides abutment walls convergence displacement warning value W is taken to be：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 using tunnel arch top settlement displacement warning value or tunnel both sides abutment wall, when tunnel carries
When the displacement of body exceedes tunnel arch top settlement displacement warning value or tunnel both sides abutment wall convergence displacement warning value, reinforcement branch need to be carried out
Shield, and field monitoring data is utilized, tunnel deformation characteristic curve is drawn out, by the analysis to bit-rate or displacement ratio,
The stability state of country rock is judged.
Internal force of support structure diagnostic method in the step S4 includes the stress according to anchor pole in tunnel structure system
Analytic approach and the stress analytic approach according to gunite concrete.
1) according to the stress of anchor pole in tunnel structure system：
Notable position is influenced by solution cavity in Karst Tunnel and lay force-measuring anchor stock, survey the force-bearing situation of 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 reinforcing bar extracts situation, taken after calculating small
Value；
NActual measurementFor the actual tension pull out force of anchor pole；
σ is the design tensile strength of steel；
τ gets the small value for the shearing strength of mortar and country rock；
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 be kept stable；Otherwise, reinforcement supporting need to be carried out.
2) according to the stress of gunite concrete：
Strain gauge is laid in the shotcrete layer of initial support, the strain in shotcrete layer is measured or answers
Power, surveys the strain in spray-up or stress.
[σDraw]≥σActual measurement
[σPressure]≥σActual measurement
[ε]≥εActual measurement
In formula, [σDraw] be spray-up concrete layer tensile strength；
[σPressure] be spray-up concrete layer compression strength；
σActual measurementFor the observed strength of spray-up concrete layer；
[ε] allows to strain for spray-up concrete layer；
εActual measurementStrained for the actual measurement of spray-up concrete layer.
As site observation result meets above formula, then surrounding rock supporting system can be kept stable；Otherwise, reinforcement supporting need to be carried out.
The above, is only presently preferred embodiments of the present invention, not does limitation in any form to the present invention, it is every according to
Any simply modification, the equivalent variations made according to the technical spirit of the present invention to above example, each fall within the protection of the present invention
Within the scope of.
Claims (9)
1. major long tunnel rapid constructing method under complex geological condition, it is characterised in that comprise the following steps：
Step S1, the long range Advance geological prediction and forecast of 30~150 m is carried out to tunnel geology condition, and in long range Geological Prediction
On the basis of forecast, the short distance Advance geological prediction and forecast of 5~30m is carried out to tunnel geology condition；
Step S2, according to Advance geological prediction and forecast situation, IV b, V grade of country rock are excavated using benching tunnelling method, using full section method
III, IV a grades of country rocks are excavated；
Step S3, according to Advance geological prediction and forecast situation, for the prediction groundwater pressure in rich water section tunnel, when prediction ground water pressure
During power >=3.0MPa, using the curtain-grouting scheme of the fixing collar consolidation in the range of 8m outside excavation contour line；As 2.0MPa≤pre-
During geodetic launching stress ＜ 3.0MPa, using the curtain-grouting side of the pre-pouring grout fixing collar consolidation in the range of 5m outside excavation contour line
Case；As 1.0MPa≤prediction groundwater pressure ＜ 2.0MPa, consolidated using the pre-reinforcement circle in the range of 3m outside excavation contour line
Curtain-grouting scheme；When prediction groundwater pressure<During 1.0MPa, grouting and reinforcing scope is used as 5m scopes outside excavation contour line
Interior tunneling boring radial grouting method；
Step S4, after tunnel excavation, measurement is monitored to geology and preliminary bracing situation, periphery displacement amount, vault sinking amount,
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；
The specific operation process of benching tunnelling method excavation is in the step S2：
Step S211, advance geologic prediction；
Step S212, advanced tubule or advance anchor bolt supporting；
Step S213, the photoface exploision of upper half section is excavated；
Step S214,4cm thickness concrete is sprayed for the first time；
Step S215, grid steel frame is erected；
Step S216, upper half section combined bolting and shotcrete；
Step S217, the photoface exploision of lower half section is excavated；
Step S218, second of injection 4cm thickness concrete；
Step S219, grid steel frame is erected；
Step S2110, lower half section combined bolting and shotcrete.
2. major long tunnel rapid constructing method under complex geological condition according to claim 1, it is characterised in that the step
Long range Advance geological prediction and forecast, the specific operation process of short distance Advance geological prediction and forecast in rapid S1 are：
Step S11, the exploration of topography and geomorphology supplement, supplement geologic survey；
Step S12, face geologic survey and sketch；
Step S13, geological conditions of the tunnel geological forecast system prediction forecast distance for 50~150 m is used；
Step S14, geological conditions of the geological radar prediction distance for 30~50 m is used；
Step S15, geological conditions of the advance boreholes prediction distance for 30m is used, using infrared detecting water prediction
Distance is the geological conditions of 20m, uses geological conditions of 5~8 hole overlength borehole prediction distances for 5~10m；
Step S16, according to detection information, prediction opinion and engineering measure suggestion are proposed.
3. major long tunnel rapid constructing method under complex geological condition according to claim 1, it is characterised in that the step
The specific operation process of full section method excavation is in rapid S2：
Step S221, advance geologic prediction；
Step S222, advanced tubule or advance anchor bolt supporting；
Step S223, full*.face smooth blasting excavates；
Step S224,4cm thickness concrete is sprayed；
Step S225, grid steel frame is erected；
Step S226, combined bolting and shotcrete.
4. major long tunnel rapid constructing method under complex geological condition according to claim 3, it is characterised in that the step
Suddenly the blasting parameter of S223 full*.face smooth blastings excavation is：Periphery hole spacing E=50cm, minimum burden W=60cm, periphery hole
Close coefficient K=E/W=0.83, is 3.2m, periphery hole depth 3.2m, 1.5~3.7m of snubber, bottom eye depth 3.6m per cyclic advance,
For blast hole utilization factor more than 90%, periphery hole does not couple spaced loading structure using the small medicine coil of Φ=20, using V-cut,
Blasting sequence is carried out by snubber, reliever, periphery hole, bottom eye order.
5. major long tunnel rapid constructing method under complex geological condition according to claim 4, it is characterised in that the step
Blasted material is used by rapid S223 full*.face smooth blastings excavate：No. 2 rock dynamites or rich water section are selected using breast
Change explosive, powder stick specification is 32 × 200 millimeters and Ф 20 × 200 millimeters two kinds of Ф, and detonator is 1~17 section of non-electric ms detonator,
Construction before first carry out trying it is quick-fried, and according to the actual conditions of country rock adjustment blasting parameter.
6. existed according to major long tunnel rapid constructing method, its feature under claim 1-5 any one of them complex geological conditions
In the specific operation process of curtain-grouting scheme is in the step S3：
Step S31, slip casting job execution prepares；
Step S32, grouting serous fluid is prepared；
Step S33, inlet well operation；
Step S34, slip casting operation；
Step S35, slip casting effect inspection, evaluate and remedy；
Step S36, abnormal conditions are handled.
7. major long tunnel rapid constructing method under complex geological condition according to claim 6, it is characterised in that the step
Rapid S32 grouting serous fluids, which are prepared, to be included：Single liquid cement mortar is prepared, cement-sodium silicate double River Bank Stability, the ultra-fine dual liquid type cement of TGRM
Base Special grouting material is prepared, wherein the ratio of mud of single liquid cement mortar is 1：0.6~1：1, it is dense after first dilute, if it is desired that cement mortar
Setting time is reduced, and can penetrate into 2~3% accelerator of cement consumption；The ratio of mud of cement mortar in the double slurries 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 1~3% retarder for needing infiltration cement consumption；The ratio of mud of the ultra-fine dual liquid type cement-base special-type injecting paste materials of TGRM is
0.38：1~0.42：1, gel time is 30 minutes.
8. existed according to major long tunnel rapid constructing method, its feature under claim 1-5 any one of them complex geological conditions
In, the headroom displacement diagnostic method in the step S4 be using tunnel supporting body bit-rate or displacement ratio variation tendency as according to
According to when when tunnel, supporting body bit-rate is intended to 0, Tunneling System is stablized；When displacement ratio is more than 16 ‰, reinforcement need to be carried out
Supporting.
9. existed according to major long tunnel rapid constructing method, its feature under claim 1-5 any one of them complex geological conditions
In the Internal force of support structure diagnostic method in the step S4 includes the stress analytic approach according to anchor pole in tunnel structure system
With the stress analytic approach 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 |
| CN108286920B (en) * | 2018-01-31 | 2020-03-31 | 中铁二十二局集团第一工程有限公司 | Implementation method for 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 |
| CN109736796B (en) * | 2019-03-04 | 2022-09-13 | 中铁十六局集团有限公司 | Advanced detection mechanism for deepening blast hole and prediction method thereof |
| 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 |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05256099A (en) * | 1991-04-24 | 1993-10-05 | Agency Of Ind Science & Technol | Joint action monitoring tunneling method |
| CN101761346A (en) * | 2009-12-30 | 2010-06-30 | 中铁十二局集团第二工程有限公司 | Method for constructing metamorphic rock confined water tunnel |
| CN102900441A (en) * | 2012-09-18 | 2013-01-30 | 铁道部经济规划研究院 | China tunnel construction method based on complete deformation control of surrounding rocks |
-
2016
- 2016-07-22 CN CN201610585922.2A patent/CN106089217B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05256099A (en) * | 1991-04-24 | 1993-10-05 | Agency Of Ind Science & Technol | Joint action monitoring tunneling method |
| CN101761346A (en) * | 2009-12-30 | 2010-06-30 | 中铁十二局集团第二工程有限公司 | Method for constructing metamorphic rock confined water tunnel |
| CN102900441A (en) * | 2012-09-18 | 2013-01-30 | 铁道部经济规划研究院 | China tunnel construction method based on complete deformation control of surrounding rocks |
Non-Patent Citations (1)
| Title |
|---|
| 隧道施工对黄土松动区内力和位移影响研究;霍润科等;<<岩土力学>>;20091231;第30卷(第增刊2期);第1节 * |
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