CN110374677A - Plateau rich water soft rock tunnel control drainage construction engineering method - Google Patents
Plateau rich water soft rock tunnel control drainage construction engineering method Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 59
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- 238000010276 construction Methods 0.000 title claims abstract description 27
- 238000012407 engineering method Methods 0.000 title claims abstract description 14
- 238000012360 testing method Methods 0.000 claims abstract description 15
- 238000009412 basement excavation Methods 0.000 claims abstract description 10
- 238000007569 slipcasting Methods 0.000 claims description 72
- 239000002002 slurry Substances 0.000 claims description 40
- 238000005553 drilling Methods 0.000 claims description 16
- 239000011257 shell material Substances 0.000 claims description 14
- 239000004033 plastic Substances 0.000 claims description 12
- 229920003023 plastic Polymers 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 11
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 9
- 239000011440 grout Substances 0.000 claims description 8
- 238000009434 installation Methods 0.000 claims description 7
- 210000005239 tubule Anatomy 0.000 claims description 7
- 208000005189 Embolism Diseases 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 5
- 230000010412 perfusion Effects 0.000 claims description 5
- 238000011010 flushing procedure Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 241000256135 Chironomus thummi Species 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 230000006378 damage Effects 0.000 claims description 3
- 125000003367 polycyclic group Chemical group 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 230000002829 reductive effect Effects 0.000 claims description 3
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Classifications
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00732—Uses not provided for elsewhere in C04B2111/00 for soil stabilisation
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Chemical & Material Sciences (AREA)
- Ceramic Engineering (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
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- Organic Chemistry (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention relates to a kind of plateau rich water soft rock tunnel control drainage construction engineering method, steps are as follows: 1) surrounding rock advanced support；2) tunnel excavation；3) country rock circumferential direction supporting；4) mini-valve tube test pile is tested；5) mini-valve tube coring is examined；6) two linings are handled；7) sleeve valve barrel grouting.Country rock active strength and self-stable ability ensure that using sleeve valve barrel grouting.
Description
Technical field
The present invention relates to a kind of plateau rich water soft rock tunnel control drainage construction engineering methods.
Background technique
The unfavorable geologies such as tunnel bottom rich water fractured weak zone and Special Rock development, engineering geology and hydrogeologic condition
Complexity, the development of ROCK MASS JOINT crack, Bedrock Crevice Water can seep under joint plane, when tunnel is that descending tunnels form, in rain
It is seeped under season surface water, tunnel trunk range has a large amount of Bedrock Crevice Waters, this crevice water will cause fine grained and be lost to form gap, from
And the problems such as causing foundation bearing capacity to decline, setting of ground occur, while lining crack can be caused.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of plateau rich water soft rock tunnel control drainage construction engineering methods, using sleeve
Valve pipe slip casting ensure that country rock active strength and self-stable ability.
A kind of plateau rich water soft rock tunnel control drainage construction engineering method, steps are as follows 1) surrounding rock advanced support: rich water crushed zone
Using pipe canopy link, remaining crushed zone is connect using seamless advanced tubule ring；2) tunnel excavation: weak surrounding rock section uses three steps
Seven step excavating loads；3) it country rock circumferential direction supporting: is just propped up using 18# I-steel 0.8m spacing closed-loop tunnel inverted arch, circumferential direction is reserved
Settling amount 20cm；4) mini-valve tube test pile is tested；5) mini-valve tube coring is examined: after grouting and reinforcing 28 days, different location boring and coring
Test, at least three groups of tests, and the 2-3% of no less than injected hole of each slip casting section, every group is no less than 3 boring and corings；6) two lining
Processing: using the strengths such as armored concrete tunneling boring reason；7) sleeve valve barrel grouting: carrying out radial grouting reinforcing in 3m after step 6),
7.1) spacing setting-out: arranging Φ 90mmPVC pipe installation site according to test pile result, and when drilling avoids structure main reinforcement, steelframe, reduces
Destruction to existing structure；7.2) it drills: pvc pipe being reserved according to step 7.1) and determines hole location, is drilled；7.3) system is mixed, is filled
Infuse sleeve shell material: step 7.2) uses clear water hole flushing afterwards, then carries out sheath body perfusion, sleeve shell material is pressed into hole using drilling rod；
7.4) install mini-valve tube: basset 30cm for mini-valve tube upper surface, and Xiang Guanzhong fills clear water, mini-valve tube lower end surface during installing
It is sealed；7.5) slurries make: cement: water=0.5:1-1:1, grouting pressure 1-3Mpa；7.6) slip casting: using double embolism cores
Pipe carries out slip casting；7.7) it cleans: cleaning slip casting machine, blender and various pipelines in time, remove residual slurry in mini-valve tube, be convenient for
Next time uses；7.8) seal: mini-valve tube end 25cm depth bounds use 108 drill bit reaming of φ, backfill compensation after hole wall dabbing
It shrinks C35 crushed stone concrete and carries out sealing of hole.
Mini-valve tube structure in the step 7.4) are as follows: φ 50mmPVC plastic tube excircle is equipped with φ 6mm every 35cm
Penetrate slurry hole, penetrate slurry hole and be annularly distributed in plastic tube excircle, plastic tube excircle is set with rubber sleeve, rubber sleeve position with penetrate
It is corresponding to starch hole site, plastic tube excircle is bonded with guide ring, and guide ring is between two neighboring rubber sleeve.For convenience into
Row grouting is drilled with penetrating for a circle Φ 6mm every 35cm on mini-valve tube and starches hole, and every circle penetrates the longitudinal length 6cm in slurry hole, every meter of sleeve
2-3 group is bored on valve pipe and penetrates slurry hole, is penetrated outside slurry hole for every group and is glued with soft rubber sleeve packet, every group of ratio of rubber sleeve length is penetrated slurry hole length
It is slightly longer, slurry hole is penetrated as principle to wrap, and when mini-valve tube is put into drilling, the effect of rubber sleeve is to prevent drilling slurry or set
Shell material enters in pipe；Rubber case is washed open by slurries under pressure when grouting, and slurries is made to enter stratum, and can guarantee by wanting
It asks and distinguishes level, form splitting, and when stopping grouting, rubber sleeve rebounds again and wraps mini-valve tube, prevents extratubal fluid from entering
In pipe, the operation of reverse stop valve is played, to prevent rubber sleeve from misplacing up and down, must be fixed in rubber sleeve two sides with fixed ring, valve of tucking inside the sleeve
Guan Buying has biggish bending, and inner wall must be smooth.
The seamless lock foot anchor tube of slip casting φ 42mm is reinforced using double between the step 3) I-steel, locks foot anchor tube horizontal direction
Lower 30 ° connect country rock with supporting.Avoiding circumferential direction from the circumferential stress of weak link influence occur leads to just branch deformed damaged, avoids just
The non-slip casting backfill in branch behind gap, advanced tubule spacing be excessive or outer limb control is bad, grouting reinforcement country rock is not up to imitated
Fruit, construction disturbance etc., surrouding rock deformation or collapsing when caused excavation will using double 30 ° of lock foot anchor tubes lower to φ 42mm horizontal direction
Country rock is securely connect with supporting；And arch springing is placed in do not destroy or the protolith of etch on, and prevent water from impregnating；In special circumstances
After arch bottom plank or concrete slab support pad are secured, arch springing position is expanded the mixed protection of spray by gunite concrete.
In the step 1), rich water crushed zone overlaps 2m using the seamless middle pipe canopy overlap joint setting of φ 89mm, every mono- ring of 6m,
Remaining crushed zone is uniformly distributed using the seamless advanced tubule 0.3m circumferential direction of φ 42mm, and every mono- ring of 0.8m is overlapped to form with a thickness of 2m
Polycyclic ductule protective layer.The deformation or collapsing for effectively inhibiting country rock in digging process, prevent wall rock loosening and reduce intensity
And stability.
Foundation bearing capacity fspk is not less than 300Kpa in the step 5).
Sheath body material weight ratio is cement in the step 7.3): clay: water=1:1.5:2.
Step 7.6) the construction method are as follows:
7.6.1) open loop: it is prominent to there is pressure in pressure process using thin pulp or clear water pressurization open loop for the preliminary stage of slip casting
Drop, grout absorption increase severely, and indicate " open loop "；
7.6.2) slip casting: slip casting is carried out using double embolism core pipes, carries out slip casting from bottom to top from bottom hole, every round eye is as one
Slip casting section, segment length 35cm；
7.6.3) by the method slip casting for injecting underflow is first injected after thin pulp when slip casting, normal grouting pressure is 1~3Mpa, starting note
Pressure control is starched within 1.0Mpa, is then pressurizeed step by step, and be from bottom to top gradually reduced；
7.6.4) slip casting order: each one hole of tripping carries out slip casting；
7.6.5) interval slip casting: after the completion of complete opening section slip casting, interval a period of time carries out second of slip casting, intermittent time control again
Within 10~30min；
7.6.6) slip casting ending standard: under the conditions of pressure 1.5MPa can pressure stabilizing 10min can terminate slip casting；When midge amount is long
Between < 2.5L/min, slip casting can be terminated；It alters slurry, slurries leakage seriously or slurries emits along slip casting tube wall, hits and split plugged zone
When, stop slip casting.
Bring of the present invention has the beneficial effect that using tunnel upper, middle and lower step construction height difference advantage, water conservancy diversion face, in
Lead, under lead, first branch water seepage flow to the position 2m dewatering well before inverted arch end, by self-draining arrangement in dewatering well utilize along tunnel
The pipe of pumping drainage step by step laid drains into hole Nei Shui outside hole, and construction surface country rock can be effectively ensured and impregnate from underground water, retain
Country rock active strength and self-stable ability.
It is vertically pre-buried between inverted arch lining cutting and first branch from filling surface using φ 90mmPVC pipe, it is independently present in inverted arch
Between reinforcing bar and first branch arch, main body reinforcing bar and arch are not damaged conducive to next step mini-valve tube tunnel bottom mortar depositing construction, and guarantee to face upward
Arch lining is built, filling applies closing cyclization in time, reduces the tunnel bottom country rock exposed water logging time, and crevice water branch exudation as at the beginning of inverted arch is laggard
Enter pvc pipe, on entity structure without influence.
Sleeve valve barrel grouting construction uses down-the-hole drill bit, eliminates pvc pipe in preformed hole, is conducive to later period inverted arch globality, and
Avoid that operation phase tunnel bottom rich water fractured weak zone is likely to occur because caused by draining fine grained be lost to form hole, cause substrate to be held
Power decline is carried, substrate sinking and lining crack hidden danger are caused.
Detailed description of the invention
Fig. 1 is mini-valve tube structural schematic diagram.
Specific embodiment
As shown in Figure 1, a kind of plateau rich water soft rock tunnel control drainage construction engineering method, steps are as follows: 1) surrounding rock advanced support:
Rich water crushed zone uses pipe canopy link, remaining crushed zone is connect using seamless advanced tubule ring；2) tunnel excavation: weak surrounding rock section
Using three steps, seven step excavating load；3) it country rock circumferential direction supporting: is just propped up using 18# I-steel 0.8m spacing closed-loop tunnel inverted arch, ring
To direction anticipated settlement 20cm；4) mini-valve tube test pile is tested；5) mini-valve tube coring is examined: after grouting and reinforcing 28 days, different positions
Boring and coring test is set, at least three groups of tests, and the 2-3% of no less than injected hole of each slip casting section, every group is no less than 3 drillings
Coring；6) two linings are handled: using the strengths such as armored concrete tunneling boring reason；7) diameter sleeve valve barrel grouting: is carried out after step 6) in 3m
To grouting and reinforcing, 7.1) spacing setting-out: arranging Φ 90mmPVC pipe installation site according to test pile result, and when drilling can be avoided tying
Structure main reinforcement, steelframe reduce the destruction to existing structure.7.2) it drills: pvc pipe being reserved according to step 7.1) and determines hole location, is carried out
Drilling；7.3) system mixes, sleeve shell material is perfused: then step 7.2) carries out sheath body perfusion afterwards using clear water hole flushing, will be covered using drilling rod
Shell material is pressed into hole；7.4) install mini-valve tube: basset 30cm for mini-valve tube upper surface, and Xiang Guanzhong is filled clearly during installing
Water, mini-valve tube lower end surface are sealed；7.5) slurries make: cement: water=0.5:1-1:1, grouting pressure 1-3Mpa；7.6 note
Slurry: slip casting is carried out using double embolism core pipes；7.7) it cleans: cleaning slip casting machine, blender and various pipelines in time, remove mini-valve tube
Interior residual slurry uses convenient for next time；7.8) seal: mini-valve tube end 25cm depth bounds use 108 drill bit reaming of φ, hole wall
C35 crushed stone concrete progress sealing of hole is shunk in backfill compensation after dabbing.
Mini-valve tube structure in the step 7.4) are as follows: 1 excircle of φ 50mmPVC plastic tube is equipped with φ every 35cm
6mm penetrates slurry hole 2, penetrates slurry hole 2 and is annularly distributed in 1 excircle of plastic tube, 1 excircle of plastic tube is set with rubber sleeve 3, rubber sleeve
3 positions are corresponding with slurry 2 position of hole is penetrated, and 1 excircle of plastic tube is bonded with guide ring 4, and guide ring 4 is located at two neighboring rubber sleeve 3
Between.Every circle on valve pipe penetrates slurry hole 2, as a grout compartment, and grouting head is made of double plug system stop grouting plugs and grouting core, often
It only include a grout compartment when once grouting head moves up and down grouting in mini-valve tube, that is, be in the milk head moving distance and every group
It is identical to penetrate slurry 2 spacing of hole, the connection of mini-valve tube has to guarantee quality, is completely embedded, there must not be disconnection phenomenon；Sleeve shell material is perfused
The closed mini-valve tube in bottom is inserted to bottom hole immediately afterwards, and mini-valve tube is made to be located at hole center as far as possible, be such as hampered power during assigning,
It cannot smoothly be inserted into, should ascertain the reason, forbid being pressed into excessive external force, fitting depth should be consistent with drilling depth, worst error
No more than 20cm, the mini-valve tube about 30cm suitable for reading that bassets is installed and is filled clear water in Shi Xiangguan, and the weight effect of water makes mini-valve tube
It will not float, close the lid on mini-valve tube top, prevent sundries from entering, influence slip casting operation quality, under normal circumstances, because there is sheath body
Only slurry effect be not required to seal, if really need, aperture away from below ground 0.5m or so range use accelerator cement bonded sand
Slurry blocks, and prevents grout during slip casting.
The seamless lock foot anchor tube of slip casting φ 42mm is reinforced using double between the step 3) I-steel, locks foot anchor tube horizontal direction
Lower 30 ° connect country rock with supporting.
In the step 1), rich water crushed zone overlaps 2m using the seamless middle pipe canopy overlap joint setting of φ 89mm, every mono- ring of 6m,
Remaining crushed zone is uniformly distributed using the seamless advanced tubule 0.3m circumferential direction of φ 42mm, and every mono- ring of 0.8m is overlapped to form with a thickness of 2m
Polycyclic ductule protective layer.
Foundation bearing capacity fspk is not less than 300Kpa in the step 5).
Sheath body material weight ratio is cement in the step 7.3): clay: water=1:1.5:2.Sleeve shell material is for sealing
The annular space between mini-valve tube and drilling is closed, prevents slurries when slip casting from flowing string everywhere；It tucks inside the sleeve under valve and stop grouting plug cooperation in rubber,
It forces the slurries only open loop in a slip casting segment limit: racking sleeve shell material, and enter slip casting section stratum, sleeve shell material uses swelling
Property clay and cement grout stir, 3 day age compression strength of sheath body is 0.3Mpa, to preventing slurries string from emitting favorably, but not
Conducive to open loop: low-intensity sheath body is conducive to open loop, is also easy to slurries and up goes here and there emit, therefore covers shell intensity and must have both open loop and anti-
Only grout leaking cooperates weight ratio: cement: clay: water=1:1.5:2, drills to projected depth and carries out sheath body after using clear water hole flushing
The good sleeve shell material of mixing, is pressed into hole by perfusion using drilling rod, and drilling rod is placed in bottom hole when perfusion, and sheath body is perfused from bottom to top
Material is until mud is replaced by sleeve shell material completely in hole, until the virgin pulp liquid for meeting concentration requirement is overflowed in aperture.
Step 7.6) the construction method are as follows: 7.6.1) open loop: the preliminary stage of slip casting is pressurizeed using thin pulp or clear water
There is abrupt pressure reduction in pressure process in open loop, and grout absorption increases severely, and indicates " open loop "；
7.6.2) slip casting: slip casting is carried out using double embolism core pipes, carries out slip casting from bottom to top from bottom hole, every round eye is as one
Slip casting section, segment length 35cm；
7.6.3) by the method slip casting for injecting underflow is first injected after thin pulp when slip casting, normal grouting pressure is 1~3Mpa, starting note
Pressure control is starched within 1.0Mpa, is then pressurizeed step by step, and be from bottom to top gradually reduced；
7.6.4) slip casting order: each one hole of tripping carries out slip casting；
7.6.5) interval slip casting: after the completion of complete opening section slip casting, interval a period of time carries out second of slip casting, intermittent time control again
Within 10~30min；
7.6.6) slip casting ending standard: under the conditions of pressure 1.5MPa can pressure stabilizing 10min can terminate slip casting；When midge amount is long
Between < 2.5L/min, slip casting can be terminated；It alters slurry, slurries leakage seriously or slurries emits along slip casting tube wall, hits and split plugged zone
When, stop slip casting.
Vault sinking measures
The installation of measuring point should ensure that after excavation in 12h and measure initial reading before subsequent cycle excavation, by each measuring point
Vault sinking regression curve is drawn respectively, and information is timely feedbacked.
The measurement of perimeter convergence
The spacing of perimeter convergence measuring section according to Grades of Surrounding Rock, tunnel cross-section size, buried depth etc. determine, its spacing for
This engineering tunnel is V grades of country rocks 5m, IV grade of country rock 10m, III grade of country rock 20m.
Horizontal convergence is measured to be measured on time using convergence instrument, and to understand Change in surrounding rocks situation in work progress, level is received
It is identical with vault sinking to hold back measurement frequency, draws horizontal convergence time graph by every survey line, analysis preliminary bracing is stablized
Situation calculates final displacement value, to determine that two linings carry out the time.
Deformation in surrounding rock measures
Measuring section should be located at representational geology location；Under general wall rock condition, a measurement is set every 200~500m
Section is than conveniently, each measuring section should lay 3~11 measuring points；The measuring point to be measured as close as possible to anchor pole or periphery displacement
Place, to calculate analysis.
The measurement frequency of country rock intrinsic displacement is identical as the other projects measurement frequencies of same section.
It is measured using multipoint displacement meter, generally behind arch or top pilot drive, the extensometer of drilling installation immediately, then
It is digged, is surveyed every certain time and read each point shift value；It is corrected, finds out relative to most deeper shift value, when making
M- displacement curve analyzes the rate of deformation and stability of each point.With the vernier depth gauge of 0~300mm, (precision is scholar 0.
2mm) survey read, every need to carry out 5 survey reading, take its 3 times similar in reading average value as herein survey reading result；When surveying reading interval
Between by a few hours to a couple of days, it is general be spaced 1d survey read it is primary.
Generally according to measurement, displacement-depth curve and displacement versus time relation curve are first drawn, passes through displacement-
Time graph has grasped the rule deformed at any time inside country rock, then can be preferably applied to guiding construction.
Anchor axial force measures
Anchor pole internal force and withdrawal resistance measuring point are laid near tunnel surrounding internal displacement monitoring section, point layout encircles in tunnel
At top, left and right haunch position, each country rock sets 2 groups, after tunnel excavation explosion, carries out measuring point laying.
Anchor pole internal force, withdrawal resistance are measured using anchor ergometer and ZX-20 type anchor pole pull out force meter.
Controlling value: withdrawal resistance is not less than design value, and internal force is not more than the 80% of design value.
Pressure from surrounding rock measures
Measuring point is measured to subterranean body pressure, seepage pressure, specific location is separately depending on condition of construction, various point layout positions
It sets, is intended to install soil pressure cell, osmometer between palisades and steel arch-shelf by design position when installing steel arch-shelf, Mei Gezhu
Section installs soil pressure cell 4, osmometer 4.
Rock mass pressure is timed measurement using pre- inbuilt GDY-2 earth pressure gauge；Seepage pressure is seeped using DKY-51 type
Pressure meter, frequency reception instrument are timed measurement, measure frequency, are controlled with the longitudinal separation of excavation face to measuring point, as distance < 2B
When, 1 time a day；As distance < 5B, every 2 days 1 time；It as distance > 5B, 1 times a week, is monitored on time, draws soil in time
Pressure curve and seepage pressure curve understand excavate periphery soil stone pressure and seepage pressure in time, are conducive to Construction Decision.
Supporting, lining cutting stress measure
It sprays concrete and forces in lining detection method is substantially identical as bracing members Internal Force Monitoring, effect is provided to determine country rock and tunnel
Road stability.
Steelframe internal force and the load born measure
Steelframe after the installation is completed, by resistance-strain type reinforcing rib meter, be separately mounted to after damp-proof treatment steel arch-shelf tension, by
Then spray concrete is applied in splenium position, be connected to instrument by lead, then the deformation for the steelframe that resistance strain gage is experienced is converted into electricity
Signal output is pressed, passes through the curve demarcated in advance, so that it may converse measured stress value.
Tunnel steelframe load-bearing monitor is monitored using preassembled resistance-strain reinforcing rib meter and resistance strain gauge.
Steel frame construction is modified if measurement steelframe category unstable state, should use measure immediately according to measurement, it is ensured that
Construction safety.
The test of country rock elastic wave velocity
The testing elastic wave velocity on the rock mass for have determined that surrounding rock category, the correlation for establishing surrounding rock category with elastic wave velocity are bent
Line.
Metric data processing, regression analysis, information feedback and Corresponding Countermeasures
(1) data processing and regression analysis
Each reading of each point is drawn in scatter plot, draws horizontal convergence, vault sinking, surface subsidence, country rock further according to scatter plot
Preliminary the tense curve and stress strain curve such as deep displacement, country rock and support earth pressure, draw displacement and excavation face away from
The relation curve between.
A certain curvilinear function (such as exponential function, logarithmic function, hyperbolic functions are first selected according to the feature of preliminary tense curve
Deng) returned.
Selected function is carried out transformation to replace, so that it becomes linear function form, then uses the public affairs of one-variable linear regression
Formula and method acquire the relationship a and b of the transformed linear function, then the coefficient is substituted into and replaces formula, it obtains former selected
Curvilinear function coefficient, i.e., the regression curve finally acquired.
In the description of the present invention, it is to be understood that, term " vertical ", "upper", "lower", " side ", " one end ",
The orientation of the instructions such as " upper end ", "horizontal", " top ", " lower section ", "vertical", " middle part ", " lower end ", " other end ", " longitudinal direction "
Or positional relationship describes merely to description is of the invention with simplified to be based on the orientation or positional relationship shown in the drawings, rather than
The device or element of indication or suggestion meaning must have a particular orientation, and be constructed and operated in a specific orientation, it is thus impossible to
It is interpreted as limitation of the present invention.
In the present invention, it unless otherwise expressly provided and limits, term " installation ", " connects, the arts such as " fixation " " connected "
Language shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or integral；It can be mechanical connect
It connects, is also possible to be electrically connected；It can be and be directly connected to, can be and be indirectly connected with by intermediary, can be in two elements
The interaction relationship of the connection in portion or two elements for the ordinary skill in the art can be according to specific feelings
Condition understands the concrete meaning of above-mentioned term in the present invention.
Above-described is only the preferred embodiment of the present invention.It should be pointed out that coming for those of ordinary skill in the art
It says, without departing from the principle of the present invention, several variations and modifications can also be made, also should be regarded as belonging to guarantor of the invention
Protect range.
Claims (7)
1. a kind of plateau rich water soft rock tunnel control drainage construction engineering method, it is characterised in that following steps: 1) surrounding rock advanced support: rich
Water crushed zone uses pipe canopy link, remaining crushed zone is connect using seamless advanced tubule ring；2) tunnel excavation: weak surrounding rock section is adopted
With three steps, seven step excavating load；3) country rock circumferential direction supporting: just being propped up using 18# I-steel 0.8m spacing closed-loop tunnel inverted arch, circumferential
Direction anticipated settlement 20cm；4) mini-valve tube test pile is tested；5) mini-valve tube coring is examined: after grouting and reinforcing 28 days, different location
Boring and coring test, at least three groups of tests, and the 2-3% of no less than injected hole of each slip casting section, every group is no less than 3 drillings and takes
Core；6) two linings are handled: using the strengths such as armored concrete tunneling boring reason；7) it sleeve valve barrel grouting: is carried out in 3m after step 6) radial
Grouting and reinforcing；7.1) spacing setting-out: Φ 90mmPVC pipe installation site is arranged according to test pile result, when drilling avoids structure main reinforcement
And steelframe, reduce the destruction to existing structure；7.2) it drills: pvc pipe being reserved according to step 7.1) and determines hole location, is drilled；
7.3) system mixes, be perfused sleeve shell material: step 7.2) is afterwards using clear water hole flushing, then progress sheath body perfusion, using drilling rod by sleeve shell material
It is pressed into hole；7.4) install mini-valve tube: basset 30cm for mini-valve tube upper surface, and Xiang Guanzhong fills clear water during installing,
Mini-valve tube lower end surface is sealed；7.5) slurries make: cement: water=0.5:1-1:1, grouting pressure 1-3Mpa；7.6) slip casting:
Slip casting is carried out using double embolism core pipes；7.7) it cleans: cleaning slip casting machine, blender and various pipelines in time, remove in mini-valve tube
Residual slurry uses convenient for next time；7.8) seal: mini-valve tube end 25cm depth bounds use 108 drill bit reaming of φ, hole wall chisel
C35 crushed stone concrete progress sealing of hole is shunk in backfill compensation after hair.
2. plateau rich water soft rock tunnel control drainage construction engineering method as described in claim 1, it is characterised in that: the step
7.4) the mini-valve tube structure in are as follows: φ 50mmPVC plastic tube excircle is equipped with φ 6mm every 35cm and penetrates slurry hole, penetrates slurry Kong Chenghuan
Shape is distributed in plastic tube excircle, and plastic tube excircle is set with rubber sleeve, and rubber sleeve position is corresponding with slurry hole site is penetrated, plastics
Pipe excircle is bonded with guide ring, and guide ring is between two neighboring rubber sleeve.
3. plateau rich water soft rock tunnel control drainage construction engineering method as described in claim 1, it is characterised in that: the step 3)
The seamless lock foot anchor tube of slip casting φ 42mm is reinforced using double between I-steel, lower 30 ° of lock foot anchor tube horizontal direction connects country rock and supporting
It connects.
4. plateau rich water soft rock tunnel control drainage construction engineering method as described in claim 1, it is characterised in that: the step 1)
In, rich water crushed zone overlaps 2m using the seamless middle pipe canopy overlap joint setting of φ 89mm, every mono- ring of 6m, remaining crushed zone uses φ 42mm
Seamless advanced tubule 0.3m circumferential direction is uniformly distributed, and every mono- ring of 0.8m is overlapped to form the polycyclic ductule protective layer with a thickness of 2m.
5. plateau rich water soft rock tunnel control drainage construction engineering method as described in claim 1, it is characterised in that: the step 5)
Middle foundation bearing capacity fspk is not less than 300Kpa.
6. plateau rich water soft rock tunnel control drainage construction engineering method as described in claim 1, it is characterised in that: the step
7.3) sheath body material weight ratio is cement in: clay: water=1:1.5:2.
7. plateau rich water soft rock tunnel control drainage construction engineering method as described in claim 1, it is characterised in that: the step
7.6) construction method are as follows:
7.6.1) open loop: it is prominent to there is pressure in pressure process using thin pulp or clear water pressurization open loop for the preliminary stage of slip casting
Drop, grout absorption increase severely, and indicate " open loop "；
7.6.2) slip casting: slip casting is carried out using double embolism core pipes, carries out slip casting from bottom to top from bottom hole, every round eye is as one
Slip casting section, segment length 35cm；
7.6.3) by the method slip casting for injecting underflow is first injected after thin pulp when slip casting, normal grouting pressure is 1~3Mpa, starting note
Pressure control is starched within 1.0Mpa, is then pressurizeed step by step, and be from bottom to top gradually reduced；
7.6.4) slip casting order: each one hole of tripping carries out slip casting；
7.6.5) interval slip casting: after the completion of complete opening section slip casting, interval a period of time carries out second of slip casting, intermittent time control again
Within 10~30min；
7.6.6) slip casting ending standard: under the conditions of pressure 1.5MPa can pressure stabilizing 10min can terminate slip casting；When midge amount is long
Between < 2.5L/min, slip casting can be terminated；It alters slurry, slurries leakage seriously or slurries emits along slip casting tube wall, hits and split plugged zone
When, stop slip casting.
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| CN110821503A (en) * | 2019-11-27 | 2020-02-21 | 中铁九局集团第四工程有限公司 | Construction method for main body of ultra-deep shield section air shaft after tunnel advance |
| CN110939467A (en) * | 2019-12-31 | 2020-03-31 | 中铁大桥局集团有限公司 | Novel tunnel advanced small conduit, advanced support system and construction method |
| CN111636436A (en) * | 2020-05-25 | 2020-09-08 | 中国土木工程集团有限公司 | Construction method of foundation pit support |
| CN114086995A (en) * | 2021-11-18 | 2022-02-25 | 中铁建大桥工程局集团第六工程有限公司 | Rapid water stopping method for grouting of half-sleeve valve pipe of water-rich tunnel |
| CN115962000A (en) * | 2022-12-12 | 2023-04-14 | 中铁西北科学研究院有限公司 | Sleeve valve type negative pressure moisture absorption system capable of controlling deformation of swelling rock tunnel bottom drum |
| CN117888956A (en) * | 2024-03-15 | 2024-04-16 | 集美大学 | Plugging device suitable for tunnel water gushing |
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| CN111636436A (en) * | 2020-05-25 | 2020-09-08 | 中国土木工程集团有限公司 | Construction method of foundation pit support |
| CN114086995A (en) * | 2021-11-18 | 2022-02-25 | 中铁建大桥工程局集团第六工程有限公司 | Rapid water stopping method for grouting of half-sleeve valve pipe of water-rich tunnel |
| CN114086995B (en) * | 2021-11-18 | 2023-07-04 | 中铁建大桥工程局集团第六工程有限公司 | Rapid water stopping method for grouting of middle sleeve valve pipe of water-rich tunnel |
| CN115962000A (en) * | 2022-12-12 | 2023-04-14 | 中铁西北科学研究院有限公司 | Sleeve valve type negative pressure moisture absorption system capable of controlling deformation of swelling rock tunnel bottom drum |
| CN115962000B (en) * | 2022-12-12 | 2023-09-19 | 中铁西北科学研究院有限公司 | Sleeve valve type negative pressure moisture absorption system capable of controlling deformation of bottom drum of expanded rock tunnel |
| CN117888956A (en) * | 2024-03-15 | 2024-04-16 | 集美大学 | Plugging device suitable for tunnel water gushing |
| CN117888956B (en) * | 2024-03-15 | 2024-06-04 | 集美大学 | Plugging device suitable for tunnel water gushing |
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