CN104532821A - Extra-large karst cave bottom treatment construction method - Google Patents
Extra-large karst cave bottom treatment construction method Download PDFInfo
- Publication number
- CN104532821A CN104532821A CN201410745067.8A CN201410745067A CN104532821A CN 104532821 A CN104532821 A CN 104532821A CN 201410745067 A CN201410745067 A CN 201410745067A CN 104532821 A CN104532821 A CN 104532821A
- Authority
- CN
- China
- Prior art keywords
- hole
- slip casting
- pipe
- grouting
- drilling
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 66
- 238000000034 method Methods 0.000 claims abstract description 68
- 238000005553 drilling Methods 0.000 claims abstract description 62
- 239000002002 slurry Substances 0.000 claims abstract description 30
- 239000004567 concrete Substances 0.000 claims abstract description 13
- 230000000694 effects Effects 0.000 claims abstract description 8
- 239000000203 mixture Substances 0.000 claims abstract description 8
- 238000007569 slipcasting Methods 0.000 claims description 77
- 229910000831 Steel Inorganic materials 0.000 claims description 70
- 239000010959 steel Substances 0.000 claims description 70
- 239000000243 solution Substances 0.000 claims description 38
- 238000007789 sealing Methods 0.000 claims description 31
- 239000002689 soil Substances 0.000 claims description 31
- 239000004568 cement Substances 0.000 claims description 27
- 239000011435 rock Substances 0.000 claims description 20
- 230000003014 reinforcing effect Effects 0.000 claims description 18
- 239000011440 grout Substances 0.000 claims description 15
- 239000011083 cement mortar Substances 0.000 claims description 11
- 238000009434 installation Methods 0.000 claims description 11
- 238000012545 processing Methods 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 238000005260 corrosion Methods 0.000 claims description 10
- 230000007797 corrosion Effects 0.000 claims description 10
- 238000005516 engineering process Methods 0.000 claims description 10
- 239000000463 material Substances 0.000 claims description 8
- 238000007596 consolidation process Methods 0.000 claims description 6
- 239000012530 fluid Substances 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 238000005728 strengthening Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 6
- 239000011230 binding agent Substances 0.000 claims description 5
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 238000007639 printing Methods 0.000 claims description 5
- 239000011398 Portland cement Substances 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 239000004115 Sodium Silicate Substances 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000005422 blasting Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 239000000835 fiber Substances 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 238000010348 incorporation Methods 0.000 claims description 3
- 230000010412 perfusion Effects 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 3
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 235000019994 cava Nutrition 0.000 abstract description 2
- 238000005266 casting Methods 0.000 abstract 5
- 230000002787 reinforcement Effects 0.000 abstract 2
- 238000005192 partition Methods 0.000 abstract 1
- 238000013461 design Methods 0.000 description 4
- 230000006641 stabilisation Effects 0.000 description 4
- 238000011105 stabilization Methods 0.000 description 4
- 239000000758 substrate Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000033228 biological regulation Effects 0.000 description 1
- 229910052956 cinnabar Inorganic materials 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000007726 management method Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000010327 methods by industry Methods 0.000 description 1
- 238000004513 sizing Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
Classifications
-
- 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
-
- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention belongs to the technical field of tunnel traversing extra-large karst cave construction, aims at solving the problem that an existing foundation construction method cannot be suitable for extra-large karst caves and provides an extra-large karst cave bottom treatment construction method. A pipe-following drilling process is adopted to synchronously follow a sleeve in the drilling process, the sleeve penetrates through an easily-collapsed stratum to partition the easily-collapsed stratum, the pipe-following drilling is stopped at the karst cave position, then fine aggregate concrete is adopted for backfill, and continuous drilling is completed after backfill is completed. Working efficiency is greatly improved, cost is reduced, and time is saved. The pipe-following drilling process is effective compared with construction of the easily-collapsed stratum and can be universally applied to slope protection under similar geological conditions and foundation base reinforcement treatment projects. A full-automatic casting recording instrument is adopted for recoding, treatment is timely performed in an intermittent or slurry mixture ratio adjusting mode if one-single casting amount is too large or no pressure exists for long time, meanwhile the requirements for casting pressure and casting amount are ensured, and casting reinforcement effect is ensured.
Description
Technical field
The invention belongs to the technical field of Tunnel Passing super-huge karst cave construction, be specifically related to bottom, a kind of super-huge karst cave hole reason construction method.
Background technology
Can run into the situation of passing through solution cavity when constructing tunnel, when passing through super-huge karst cave, conventional construction method often can not process, or processing cost is very high, or after process, workmanship can not ensure.
Such as: in certain tunnel excavation work progress, disclose huge molten chamber, at the bottom of its molten chamber, elevation is on average about 45m lower than line design rail level, solution cavity hall adopts the mode of concrete backfill to carry out karst cave treatment, solution cavity is there is in solution cavity backfill bottom through probing, below substrate, within the scope of 20 ~ 30m, shaped corroded cave model is grown, and base bearing capacity cannot meet the demands.
Solution cavity hall bottom stab ilization difficulty of construction is large, and construction space is limited, circumstance complication, karsts developing area, and local is the rear easily collapse hole of boring in beading shaped corroded cave model, and steel pipe pile difficulty of construction is higher.Because grouting and reinforcing engineering quantity is large, the duration is nervous and complex geologic conditions, before grouting and reinforcing construction, utilize conventional common creeping into carry out test process with pipe-following drilling, when creeping into, repeatedly find the situation that after can not install steel pipe after holing in time causes collapse hole, steel pipe cannot be installed; Adopting the mode of follow-up casing joint in time after often creeping into a joint run of steel when holing, although avoid the generation of collapse hole, still there is the stress-free problem of slip casting.
Summary of the invention
The present invention can not be applicable to the problem of super-huge karst cave in order to solve existing reinforced construction method, provide bottom, a kind of super-huge karst cave hole reason construction method.
The present invention adopts following technical scheme to realize: bottom, a kind of super-huge karst cave hole reason construction method, adopt pipe-following drilling technique, synchronously follow up sleeve pipe in drilling process, by sleeve pipe through caving ground, by it every living, pipe-following drilling stops creeping into rear employing pea gravel concreten and backfills to solution cavity position, continue to creep into after having backfilled.
Concrete steps are as follows:
1), service gallery construction, specific as follows:
1.1) on the right side of the left line circuit of tunnel entrance, a constructing pilot tunnel is set, one side descending, the gradient 52.94 ‰, adopts the transport of trackless bicycle road, in section headroom to be of a size of 5.0m(wide) × 6.0m(is high);
1.2) constructing pilot tunnel enters bottom Hou Jierong chamber, molten chamber, and bottom surface, hole flushes with gravelly soil ground;
1.3) constructing pilot tunnel Portal Section and bottom section crossing with molten chamber adopts moulded lining, and all the other locations adopt shotcrete lining cutting, and IV level country rock arranges arch wall profile steel frame strengthening supporting, and V level country rock adopts arch slip casting ductule and arch wall profile steel frame strengthening supporting;
1.4) constructing pilot tunnel adopts the construction of shotcrete method for constructing, smooth blasting, and IV, V level country rock location benching tunnelling method excavates;
1.5) before removing gravelly soil, before constructing pilot tunnel shaft bottom, 15 × 15m scope first applies three row φ 76 steel pipe piles outward and keeps weak soils heap stable, steel pipe pile embeds and is not less than 1m, 1m × 1m interlaced arrangement, excavate weak soil within the scope of the 15m × 15m of hole step by step, be temporarily piled up in the steady soil of 20m beyond side slope;
1.6) in the process removed gravelly soil at the bottom of molten chamber, overall classification is removed, and every grade is highly no more than 2m, ensures construction safety;
2), construction plant cleaning: at the bottom of tunnel, the weak soil part of following solution cavity is removed, and clears up to basement rock top layer, for Φ 76 steel pipe grouting and reinforcing provides working platform;
3), drilling construction: adopt pipe-following drilling technology, at lower end adjunction one eccentric drilling device of down-hole hammer, after under drilling tool at the bottom of hole, when clockwise direction rotates, reamer deviates from from center, and with drill bit synchronous rotary, the aperture that result gets out is placed on sleeve outer, sleeve pipe declines along with before drill bit and then thereupon, namely realizes pipe-following drilling; When creeping into good ground, sleeve pipe is in time living cavey formation, promote eccentric drilling device: counterclockwise rotate by drilling tool, reamer draws at the effect Xia Xiang center of bit central eccentric shaft, by sleeve pipe, eccentric drilling device is proposed outside hole, then use common DTH drilling good ground instead to designing hole depth; Adopting pea gravel concreten to backfill when running into solution cavity in drilling process, proceeding to creep into until creep into designing absolute altitude at the bottom of hole after concrete final set;
4), steel floral tube construction:
4.1) steel floral tube makes: adopt Φ 76 steel pipe processing and fabricating, tube wall bores injected hole, aperture 8 ~ 10mm, pitch of holes 10 ~ 20cm, in quincuncial arrangement, taper is processed in front end, is convenient to the installation of steel pipe, tail length is not less than 30 ~ 40cm, as the grouting section of not holing, steel floral tube joint length is 6m, according to the steel pipe of drilling depth processing corresponding length, steel pipe walls termination 10cm carries out mantle fiber process, adopts specialized barrel to connect between duct ligation;
4.2) steel floral tube is installed: boring terminates rear timely installation steel floral tube, avoids construction vibrations to cause collapse hole; Adopt hand fit's rig to install steel floral tube, the connection of steel floral tube adopts sleeve pipe to connect, timely tube sealing after installation, arrange slip casting used into and out of slurry pipe simultaneously, timely grouting and reinforcing, when steel floral tube makes, protruded length is not less than 30 ~ 40cm, to connect aperture valve and pipeline; After Grouting Pipe places, add scuttle hatch at the Grouting Pipe mouth of pipe, enter to prevent foreign material;
5), sealing of hole:
5.1) slip casting is mainly for interface of stone and earth, Karst corridor, soil cave filling consolidation process, when inlet well discloses and has solution cavity or larger opening corrosion fissure to grow, adopt orifice tube to add stop grouting plug dynamic congestion sealing of hole, orifice tube gos deep into the following degree of depth in aperture and is not less than 50cm;
5.2) still can return the boring of water in drilling process and after rinsing, aperture adopts dense cement paste or cement mortar is disposable closes; Described dense cement paste or cement mortar are known to the skilled person general knowledge;
5.3) when inlet well has not disclosed solution cavity or larger opening corrosion fissure is grown, adopt the disposable sealing of hole of cement mortar, sealing of hole section enters rock length and is not less than 50cm; When inlet well discloses and has solution cavity or larger opening corrosion fissure to grow, adopt orifice tube to add stop grouting plug dynamic congestion sealing of hole, orifice tube enters the rock degree of depth and is not less than 50cm;
5.4) dynamic congestion method sealing of hole orifice tube adopts Φ 110PVC water service pipe, and nominal pressure (PN) is not less than 1.5Mpa; The cast of sealing of hole section cement paste is closely knit, and guard aperture section is set to floral tube, and floral tube eyelet is that plum blossom model is arranged, diameter 5mm, eyelet spacing 3.5cm;
5.5) sealing of hole operation is carried out after checking and accepting in time in whole hole, carries out slip casting operation after sealing of hole cement paste or cement mortar final set;
6), slip casting:
6.1) the single fluid grouting material based on neat slurry, cement adopts 42.5 grades of Portland cements, and water/binder ratio is 0.6:1 ~ 1:1; Adopt thin pulp perfusion when starting slip casting, adopt the slurry filling of dense one-level when the amount of pouring into is larger;
6.2) aperture setting pressure table, grouting pressure is generally 0.2 ~ 0.3Mpa, eventually note pressure 0.3 ~ 0.5Mpa; The automatic flow counter device of slip casting mounting strap printing function;
6.3) whole note condition is: when the injection rate noting continuous grouting 10min under pressure is eventually not more than 5L/min, stop slip casting;
6.4) grouting amount is determined by reinforce volume 10% by slip casting section Karst Fissures rate, slip casting radius and filling, leakage situation;
6.5) to soil cave, empty solution cavity or half filling solution cavity, after backfill pea gravel concreten, injecting treatment is carried out again;
6.6) grow corrosion fissure, connectedness is good, leakage serious, mix silt or flyash during slip casting, 10% of silt incorporation < cement weight, fly-ash-contained is 20% ~ 50% of cement weight.
Treatment on special problems:
1) slip casting must be carried out continuously, interrupts for some reason, finds out slip casting interruption source, take treatment measures as early as possible, recover early;
2) point sequence construction in slip casting process; Occur grout leaking phenomenon, injecting treatment is carried out in reply grout leaking hole simultaneously;
3) there is the phenomenon such as grout, mudding to occur in slip casting process, suspend slip casting, take treatment measures as early as possible, after processing, recover slip casting immediately;
4) solution cavity etc. of the serious corroded breaking zone in the hole that collapses, filling coarse-grained soil is implemented to the inlet well of pipe-following drilling very difficulty, slip casting method from top to bottom can be adopted to bore construction again, forbid the method retaining wall using mud etc. to affect grouting consolidation effect to creep into;
5) slurries leakage is serious, during the use two fluid grouting leak stopping of local, first determines water glass and slurry volume ratio according to test, concentration of sodium silicate 35 ~ 40Be ', modulus 2.4 ~ 3.4;
6) when adopt backfill pea gravel concreten or mix other filler process grouting behind shaft or drift lining amounts still large time, interval injecting treatment can be adopted.
Orifice tube dynamic congestion method is adopted in described slip casting process.The automatic flow counter device of described band printing function, every hole equal stamping ink mud amount receipt, as filing data.
Hinge structure of the present invention has following beneficial effect: certain Tunnel Karst regulation D2K473+530 ~+600 section adopt bricklaying backfill to carry out karst cave treatment, adopt steel floral tube to carry out bottom stab ilization bottom solution cavity hall.Stratum crushing, karsts developing area bottom solution cavity hall, easily to cave in, very complicated, adopt conventional drilling method drilling efficiency low, pipe-following drilling technology is have employed in test process, synchronously follow up sleeve pipe in drilling process, by sleeve pipe through caving ground, by it every living, be conducive to good ground construction below and penstock installation.Adopt the method to substantially increase work efficiency, decrease cost, saved the time.Can be proved by this site construction, pipe-following drilling technology is effective for the bad ground construction easily caved in, and generally can adopt in the side slope protection of this geological conditions similar, bottom stab ilization process engineering.
Mortar depositing construction should be carried out in strict accordance with the operation of designing requirement in construction works in injecting grout through steel perforated pipe work progress, full-automatic slip casting recorder is adopted to carry out record, find that the excessive or long-time stress-free situation of single hole grouting amount adopts the mode of interval slip casting or adjustment Mortar mix proportion to process in time, guarantee the requirement of grouting pressure and grouting amount simultaneously, ensure that the effect of grouting and reinforcing.By to frequently existing construction technology saving boring duration, cement paste consumption can be reduced than existing methods when slip casting and shorten the grouting and reinforcing time, estimating and save 25 days durations in the injecting grout through steel perforated pipe reinforcing process of construction about 5 myriametres.
Accompanying drawing explanation
Fig. 1 is embodiment tunnel grotto schematic cross-sectional view, and Fig. 2 is super-huge karst cave pavement planer plan view in embodiment.
In figure: 1-C25 concrete protects arch; 2-C25 concrete backfills; 3-Bolt net and jet protects; 4-hole backfills; The left line line midline of 5-; 6-tunnel center line; The right line line midline of 7-.
Detailed description of the invention
By reference to the accompanying drawings the specific embodiment of the present invention is described further.
Tunnel grotto overview: adopt full bricklaying to backfill scheme according to certain design for change D2K473+505 ~+585, tunnel section karst cavity segment, supplement drilling situation bottom another molten chamber, growing bottom molten chamber has in catenate filling solution cavity, and there is small size air solution cavity local.Concrete processing scheme is as follows:
D2K473+505 ~+585 section tunnel base is originally in molten chamber, and this section of tunnel bottom adopts bricklaying backfill; D2K473+565 ~+585 section caving in of hole, molten chamber wall affects tunnel lining structure safety, and bricklaying backfill face and hole wall re-entrant portion adopt that abandoning is cut and backfill closely knit.The gravelly soil bottom molten chamber first should be removed before backfill.Wherein growth bottom this section of molten chamber is disclosed according to probing in D2K473+525 ~+585 is that beading lies concealed filling solution cavity, should first adopt φ 76 steel floral tube carry out grouting and reinforcing to 20m scope following bottom this section of molten chamber before backfill construction; Tunnel top location of coming to nothing arranges C25 concrete and protects arch in addition, and adopts anchor pole and country rock build-in.
Substrate range of grouting is following 20m scope bottom the basement rock of molten chamber, and slip casting adopts and controls slip casting, first carries out slip casting to molten chamber bottom periphery, and according to grouting pressure, enter slurry speed and adjust slurries type and grouting parameter in good time, avoid blindly slip casting.
Grouting and reinforcing parameter: steel floral tube diameter is 76 ㎜ (wall thickness 5 ㎜), spacing 1m, interlaced arrangement; Grouting pressure controls at 1.0 ~ 2.0Mpa; Slip casting generally adopts cement paste, and cement paste water/binder ratio W/C is 0.6 ~ 0.8, and injecting paste material adopts Portland cement; Find in slip casting process that grouting pressure is low, enter slurry speed fast time, cement mortar or fine-stone concrete can be adopted; Grouting amount is temporarily by 10% row reinforcing volume.Treatment measures are shown in Fig. 1.
Because solution cavity hall adopts the mode of concrete backfill to carry out karst cave treatment, there is solution cavity through probing in solution cavity backfill bottom, below substrate, within the scope of 20 ~ 30m, shaped corroded cave model is grown, and base bearing capacity cannot meet the demands.
Solution cavity hall bottom stab ilization difficulty of construction is large, and construction space is limited, circumstance complication, and easy collapse hole after shaped corroded cave model boring, steel pipe pile difficulty of construction is higher.In plan, injecting grout through steel perforated pipe reinforces φ 76 steel floral tube 2226/50182m altogether, grouting and reinforcing parameter: steel floral tube diameter is 76 ㎜ (wall thickness 5 ㎜), spacing 1m, interlaced arrangement; Grouting pressure controls at 1.0 ~ 2.0Mpa; Slip casting generally adopts cement paste, and cement paste water/binder ratio W/C is 0.6 ~ 0.8.
Due to this section, grouting and reinforcing engineering quantity is large, the duration is nervous and complex geologic conditions, selects commonly to creep into, pipe-following drilling two kinds of bore process carry out test process before grouting and reinforcing construction.The situation that after can not install steel pipe after holing in time causes collapse hole, steel pipe cannot be installed repeatedly is found when adopting rig to creep in work progress; Adopting the mode of follow-up casing joint in time after often creeping into a joint run of steel when holing, ensure that and collapse hole phenomenon does not occur.In the construction technology of pipe-following drilling than final choice after selecting drilling efficiency.
Concrete steps are as follows:
1. service gallery construction: the huge molten chamber (1# solution cavity hall) that No. two, cinnabar fort constructing tunnel excavation discloses, at the bottom of its molten chamber, elevation is on average about 45m lower than line design rail level, can implement after all needing to enter molten chamber for the treatment measures in molten chamber, conveniently construction machinery, transport of materials etc., need arrange a constructing pilot tunnel and enter molten chamber.Specific as follows:
1) on the right side of the left line circuit of tunnel entrance, a constructing pilot tunnel is set, total length 170m, one side descending, the gradient 52.94 ‰, adopts the transport of trackless bicycle road, in section headroom to be of a size of 5.0m(wide) × 6.0m(is high);
2) constructing pilot tunnel enters bottom Hou Jierong chamber, molten chamber, and bottom surface, hole flushes with gravelly soil ground;
3) constructing pilot tunnel Portal Section and bottom section crossing with molten chamber adopts moulded lining, and all the other locations adopt shotcrete lining cutting, and IV level country rock arranges arch wall profile steel frame strengthening supporting, and V level country rock adopts arch slip casting ductule and arch wall profile steel frame strengthening supporting;
4) constructing pilot tunnel adopts the construction of shotcrete method for constructing, smooth blasting, and IV, V level country rock location benching tunnelling method excavates;
5) before removing gravelly soil, before constructing pilot tunnel shaft bottom, 15 × 15m scope first applies three row φ 76 steel pipe piles outward and keeps weak soils heap stable, steel pipe pile embeds W2 and is not less than 1m, 1m × 1m interlaced arrangement, excavate weak soil within the scope of the 15m × 15m of hole step by step, be temporarily piled up in the steady soil of 20m beyond side slope;
6), in the process that gravelly soil is removed at the bottom of to molten chamber, should overall classification remove, every grade is highly no more than 2m, to ensure construction safety;
2. construction plant cleaning: at the bottom of section tunnel of D2K473+505 ~+590, the weak soil part of following solution cavity is removed, adopts excavator to coordinate and manually carries out cleaning finishing, clear up to basement rock top layer, for Φ 76 steel pipe grouting and reinforcing provides working platform.
3. drilling construction:
1) boring is different according to geological condition, can select different work instrument.This engineering adopts the jumbolter MGJ90 type rig of domestic advanced person.The type rig light and flexible, is convenient to upper and lower rig, is conducive to construction safety.Boring adopts pneumatic dry DTH drilling construction technology, consider this engineering special geologic condition: this section of karsts developing area, local is in beading, drilling method according to routine creeps into, easy collapse hole, is difficult to pore-forming and installs steel pipe, comparing through multiple engineering method, determine to adopt pipe-following drilling technology, capture this difficult problem.
2) this drilling technology is lower end adjunction one eccentric drilling device at down-hole hammer, after under drilling tool at the bottom of hole, when clockwise direction rotates, reamer deviates from from center, with drill bit synchronous rotary, the aperture that result gets out is placed on sleeve outer, and therefore sleeve pipe declines along with before drill bit and then thereupon, namely realizes pipe-following drilling.When creeping into good ground, sleeve pipe is in time living cavey formation, need to promote eccentric drilling device, now drilling tool is counterclockwise rotated, reamer draws at the effect Xia Xiang center of bit central eccentric shaft, namely by sleeve pipe, eccentric drilling device is proposed outside hole, then use common DTH drilling good ground instead to designing hole depth.
4. steel floral tube construction:
1) steel floral tube makes: adopt Φ 76 steel pipe processing and fabricating, tube wall bores injected hole, and aperture 8 ~ 10mm, pitch of holes 10 ~ 20cm, journey quincuncial arrangement, taper is processed in front end, is convenient to the installation of steel pipe.Tail length is not less than 30cm, as the grouting section of not holing.Steel floral tube joint length is 6m, according to the steel pipe of drilling depth processing corresponding length.Steel pipe walls termination 10cm carries out mantle fiber process, adopts specialized barrel to connect between duct ligation;
2) steel floral tube is installed: boring terminates rear timely installation steel floral tube, avoids construction vibrations to cause collapse hole.Adopt hand fit's rig to install steel floral tube, the connection of steel floral tube adopts sleeve pipe to connect, timely tube sealing after installation, arranges slip casting used into and out of slurry pipe, timely grouting and reinforcing simultaneously.Consider during the making of steel floral tube that protruded length is not less than 30 ~ 40cm, to connect aperture valve and pipeline.After Grouting Pipe places, add scuttle hatch at the Grouting Pipe mouth of pipe, enter to prevent foreign material;
5. sealing of hole:
1) slip casting is mainly for filling consolidation process such as interface of stone and earth, Karst corridor, soil caves, and in slip casting process, special circumstances are various, can determine the method for sealing that is suitable for and technique in construction according to probing geological condition.For tackling the process of various special circumstances, preferentially adopt orifice tube dynamic congestion method in principle.
2) still can return the boring of water in drilling process and after rinsing, aperture adopts dense cement paste or cement mortar is disposable closes.
3) when inlet well has not disclosed solution cavity or larger opening corrosion fissure is grown, can adopt the disposable sealing of hole of cement mortar, sealing of hole section enters rock length and is not less than 50cm; When inlet well discloses and has solution cavity or larger opening corrosion fissure to grow, orifice tube should be adopted to add stop grouting plug dynamic congestion sealing of hole, and orifice tube enters the rock degree of depth and is not less than 50cm.
4) dynamic congestion method sealing of hole orifice tube adopts Φ 110PVC water service pipe, and nominal pressure (PN) is not less than 1.5Mpa.The cast of sealing of hole section application cement paste is closely knit, and guard aperture section should be set to floral tube, and floral tube eyelet is that plum blossom model is arranged, diameter 5mm, eyelet spacing 3.5cm.
5) whole hole and reception time interval should not be long, in order to avoid the rough sledding such as the hole that collapses occur.Sealing of hole operation should be carried out after checking and accepting in time in whole hole, carries out slip casting operation after sealing of hole cement paste (or cement mortar) final set.
6. slip casting:
1) slip casting facility are selected to require:
(1) the rotating speed of mixer and the ability of mixing and stirring should adapt with the type of stirred slurries and the plasma discharge amount of grout pump respectively, guarantee evenly, mixing slurries continuously.
(2) the type of the technical performance of grouting pump and institute's injection slurry, concentration should adapt, and rated operating pressure should be greater than 1.5 times of maximum grouting pressure, and stress fluctuation scope should be less than 20% of grouting pressure, and plasma discharge amount can meet the requirement of the maximum injection rate of slip casting.
(3) grouting pipeline should ensure that slurries flowing is unimpeded, and should be able to bear the maximum grouting pressure of 1.5 times.
(4) grouting pump and slip casting aperture place all should establish pressure meter.Should arrange every sizing device between pressure meter and pipeline.
(5) slurry plug should adapt with adopted grouting mode, method, grouting pressure, sealing of hole mode, geological conditions, should have good expansion and withstand voltage properties, reliably can close slip casting under maximum grouting pressure, and is easy to installation and removal.
(6) all grouting equipments should note maintaining, ensure its normal operating conditions, and have emergency plant.
(7) the measurement instrument of bored grouting should regularly carry out verifying or examining and determine, and keeps variable accurate.
2) slip casting facility and personnel selection: slip casting facility comprise Grouting Pipe, return pipe, automatic recorder etc. in slurry filling machine, cement slurry preparing barrel, pulp storage tank, grouting pipeline, stop grouting plug, hole.Often overlap grouting equipment allotment of labor people 6, be used for slurrying, slip casting, technician 1, be used for operating instrument and record.Slurry filling machine adopts XZS230/40 piston type grouting pump, delivery capacity: 0-230L/min; Operating pressure: 0-4.0MPa.Cement slurry preparing barrel adopts WY Φ 1.5M type, rotating speed 45 revs/min.Every platform slurry filling machine is equipped with 2 cement slurry preparing barrels.
3) grouting construction process:
(1) the single fluid grouting material based on neat slurry, cement adopts 42.5 grades of Portland cements, and water/binder ratio is 0.6:1 ~ 1:1.Adopt thin pulp perfusion when starting slip casting, the slurry filling of dense one-level can be adopted when the amount of pouring into is larger according to situation.
(2) the necessary setting pressure table in aperture, grouting pressure is generally 0.2 ~ 0.3Mpa, eventually note pressure 0.3 ~ 0.5Mpa.Slip casting must the automatic flow counter device of mounting strap printing function, and every hole all should stamping ink mud amount receipt, and as filing data.
(3) whole note condition is: when the injection rate noting continuous grouting 10min under pressure is eventually not more than 5L/min, can stop slip casting.
(4) grouting amount is determined by slip casting section Karst Fissures rate, slip casting radius and filling, leakage situation.
(5) to soil cave, empty solution cavity or half filling solution cavity, after pea gravel concreten should be backfilled, injecting treatment is carried out again.
(6) corrosion fissure is grown, connective good, leakage serious time, can mix a certain amount of silt or flyash during slip casting, 10% of silt incorporation < cement weight, fly-ash-contained is 20% ~ 50% of cement weight.
Treatment on special problems:
1) slip casting must be carried out continuously, if interrupt for some reason, should find out slip casting interruption source, take treatment measures as early as possible, recover early.
2) sequence should be divided in slip casting process to construct.As there is grout leaking phenomenon, injecting treatment is carried out in reply grout leaking hole simultaneously.
3) occur if any the phenomenon such as grout, mudding in slip casting process, should slip casting be suspended, take treatment measures as early as possible, after processing, recover slip casting immediately.
4) solution cavity etc. of the serious corroded breaking zone in the hole that collapses, filling coarse-grained soil is implemented to the inlet well of pipe-following drilling very difficulty, slip casting method from top to bottom can be adopted to bore construction again, forbid the method retaining wall using mud etc. to affect grouting consolidation effect to creep into.
5) as serious in slurries leakage, during the use two fluid grouting leak stopping of local, first should determine water glass and slurry volume ratio according to test, concentration of sodium silicate 35 ~ 40Be ', modulus 2.4 ~ 3.4.
6) when adopt backfill pea gravel concreten or mix other filler process grouting behind shaft or drift lining amounts still large time, interval injecting treatment can be adopted.
Injecting grout through steel perforated pipe checks: after injecting grout through steel perforated pipe has been reinforced, and adopt geologic radar detection and boring and coring to check slip casting result, geologic radar detection is undertaken by the Zhong Tie First Academy; Boring and coring carries out under owner, design, the common witness of management and unit in charge of construction four directions, according to core taking rate, fills situation and cementing information summary analyzing evaluation slip casting result.
Claims (5)
1. bottom, super-huge karst cave hole reason construction method, it is characterized in that: adopt pipe-following drilling technique, synchronously follow up sleeve pipe in drilling process, by sleeve pipe through caving ground, by it every living, pipe-following drilling stops creeping into rear employing pea gravel concreten and backfills to solution cavity position, continue to creep into after having backfilled.
2. bottom, super-huge karst cave hole according to claim 1 reason construction method, is characterized in that: concrete steps are as follows:
1), service gallery construction, specific as follows:
1.1) on the right side of the left line circuit of tunnel entrance, a constructing pilot tunnel is set, one side descending, the gradient 52.94 ‰, adopt trackless bicycle road transport, in section headroom be of a size of 5.0m wide × 6.0m is high;
1.2) constructing pilot tunnel enters bottom Hou Jierong chamber, molten chamber, and bottom surface, hole flushes with gravelly soil ground;
1.3) constructing pilot tunnel Portal Section and bottom section crossing with molten chamber adopts moulded lining, and all the other locations adopt shotcrete lining cutting, and IV level country rock arranges arch wall profile steel frame strengthening supporting, and V level country rock adopts arch slip casting ductule and arch wall profile steel frame strengthening supporting;
1.4) constructing pilot tunnel adopts the construction of shotcrete method for constructing, smooth blasting, and IV, V level country rock location benching tunnelling method excavates;
1.5) before removing gravelly soil, before constructing pilot tunnel shaft bottom, 15 × 15m scope first applies three row φ 76 steel pipe piles outward and keeps weak soils heap stable, steel pipe pile embeds and is not less than 1m, 1m × 1m interlaced arrangement, excavate weak soil within the scope of the 15m × 15m of hole step by step, be temporarily piled up in the steady soil of 20m beyond side slope;
1.6) in the process removed gravelly soil at the bottom of molten chamber, overall classification is removed, and every grade is highly no more than 2m, ensures construction safety;
2), construction plant cleaning: at the bottom of tunnel, the weak soil part of following solution cavity is removed, and clears up to basement rock top layer, for Φ 76 steel pipe grouting and reinforcing provides working platform;
3), drilling construction: adopt pipe-following drilling technology, at lower end adjunction one eccentric drilling device of down-hole hammer, after under drilling tool at the bottom of hole, when clockwise direction rotates, reamer deviates from from center, and with drill bit synchronous rotary, the aperture that result gets out is placed on sleeve outer, sleeve pipe declines along with before drill bit and then thereupon, namely realizes pipe-following drilling; When creeping into good ground, sleeve pipe is in time living cavey formation, promote eccentric drilling device: counterclockwise rotate by drilling tool, reamer draws at the effect Xia Xiang center of bit central eccentric shaft, by sleeve pipe, eccentric drilling device is proposed outside hole, then use common DTH drilling good ground instead to designing hole depth; Adopting pea gravel concreten to backfill when running into solution cavity in drilling process, proceeding to creep into until creep into designing absolute altitude at the bottom of hole after concrete final set;
4), steel floral tube construction:
4.1) steel floral tube makes: adopt Φ 76 steel pipe processing and fabricating, tube wall bores injected hole, aperture 8 ~ 10mm, pitch of holes 10 ~ 20cm, in quincuncial arrangement, taper is processed in front end, is convenient to the installation of steel pipe, tail length is not less than 30 ~ 40cm, as the grouting section of not holing, steel floral tube joint length is 6m, according to the steel pipe of drilling depth processing corresponding length, steel pipe walls termination 10cm carries out mantle fiber process, adopts specialized barrel to connect between duct ligation;
4.2) steel floral tube is installed: boring terminates rear timely installation steel floral tube, avoids construction vibrations to cause collapse hole; Adopt hand fit's rig to install steel floral tube, the connection of steel floral tube adopts sleeve pipe to connect, timely tube sealing after installation, arrange slip casting used into and out of slurry pipe simultaneously, timely grouting and reinforcing, when steel floral tube makes, protruded length is not less than 30 ~ 40cm, to connect aperture valve and pipeline; After Grouting Pipe places, add scuttle hatch at the Grouting Pipe mouth of pipe, enter to prevent foreign material;
5), sealing of hole:
5.1) slip casting is mainly for interface of stone and earth, Karst corridor, soil cave filling consolidation process, and adopt orifice tube to add stop grouting plug dynamic congestion sealing of hole, orifice tube gos deep into the following degree of depth in aperture and is not less than 50cm;
5.2) still can return the boring of water in drilling process and after rinsing, aperture adopts dense cement paste or cement mortar is disposable closes;
5.3) when inlet well has not disclosed solution cavity or larger opening corrosion fissure is grown, adopt the disposable sealing of hole of cement mortar, sealing of hole section enters rock length and is not less than 50cm; When inlet well discloses and has solution cavity or larger opening corrosion fissure to grow, adopt orifice tube to add stop grouting plug dynamic congestion sealing of hole, orifice tube enters the rock degree of depth and is not less than 50cm;
5.4) dynamic congestion method sealing of hole orifice tube adopts Φ 110PVC water service pipe, and nominal pressure (PN) is not less than 1.5Mpa; The cast of sealing of hole section cement paste is closely knit, and guard aperture section is set to floral tube, and floral tube eyelet is that plum blossom model is arranged, diameter 5mm, eyelet spacing 3.5cm;
5.5) sealing of hole operation is carried out after checking and accepting in time in whole hole, carries out slip casting operation after sealing of hole cement paste or cement mortar final set;
6), slip casting:
6.1) the single fluid grouting material based on neat slurry, cement adopts 42.5 grades of Portland cements, and water/binder ratio is 0.6:1 ~ 1:1; Adopt thin pulp perfusion when starting slip casting, adopt the slurry filling of dense one-level when the amount of pouring into is larger;
6.2) aperture setting pressure table, grouting pressure is generally 0.2 ~ 0.3Mpa, eventually note pressure 0.3 ~ 0.5Mpa; The automatic flow counter device of slip casting mounting strap printing function;
6.3) whole note condition is: when the injection rate noting continuous grouting 10min under pressure is eventually not more than 5L/min, stop slip casting;
6.4) grouting amount is determined by grouting and reinforcing volume 10% calculating by slip casting section Karst Fissures rate, slip casting radius and filling, leakage situation;
6.5) to soil cave, empty solution cavity or half filling solution cavity, after backfill pea gravel concreten, injecting treatment is carried out again;
6.6) grow corrosion fissure, connectedness is good, leakage serious, mix silt or flyash during slip casting, 10% of silt incorporation < cement weight, fly-ash-contained is 20% ~ 50% of cement weight.
3. bottom, super-huge karst cave hole according to claim 1 and 2 reason construction method, is characterized in that:
The process of special circumstances:
1) slip casting must be carried out continuously, interrupts for some reason, finds out slip casting interruption source, take treatment measures as early as possible, recover early;
2) point sequence construction in slip casting process; Occur grout leaking phenomenon, injecting treatment is carried out in reply grout leaking hole simultaneously;
3) there is the phenomenon such as grout, mudding to occur in slip casting process, suspend slip casting, take treatment measures as early as possible, after processing, recover slip casting immediately;
4) solution cavity etc. of the serious corroded breaking zone in the hole that collapses, filling coarse-grained soil is implemented to the inlet well of pipe-following drilling very difficulty, slip casting method from top to bottom can be adopted to bore construction again, forbid the method retaining wall using mud etc. to affect grouting consolidation effect to creep into;
5) slurries leakage is serious, during the use two fluid grouting leak stopping of local, first determines water glass and slurry volume ratio according to test, concentration of sodium silicate 35 ~ 40Be ', modulus 2.4 ~ 3.4;
6) when adopt backfill pea gravel concreten or mix other filler process grouting behind shaft or drift lining amounts still large time, interval injecting treatment can be adopted.
4. bottom, super-huge karst cave hole according to claim 1 and 2 reason construction method, is characterized in that: adopt orifice tube dynamic congestion method in described slip casting process.
5. bottom, super-huge karst cave hole according to claim 2 reason construction method, is characterized in that: the automatic flow counter device of described band printing function, every hole equal stamping ink mud amount receipt, as filing data.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410745067.8A CN104532821A (en) | 2014-10-29 | 2014-12-09 | Extra-large karst cave bottom treatment construction method |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410586672 | 2014-10-29 | ||
| CN2014105866725 | 2014-10-29 | ||
| CN201410745067.8A CN104532821A (en) | 2014-10-29 | 2014-12-09 | Extra-large karst cave bottom treatment construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104532821A true CN104532821A (en) | 2015-04-22 |
Family
ID=52848429
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410745067.8A Pending CN104532821A (en) | 2014-10-29 | 2014-12-09 | Extra-large karst cave bottom treatment construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104532821A (en) |
Cited By (26)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105019458A (en) * | 2015-07-30 | 2015-11-04 | 中铁五局（集团）有限公司 | Deep and thick sand layer covered karst cave grouting system device and construction method |
| CN106194196A (en) * | 2016-08-22 | 2016-12-07 | 北京市政路桥股份有限公司 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
| CN106245623A (en) * | 2016-08-22 | 2016-12-21 | 贵州建工集团第建筑工程有限责任公司 | A kind of karst landform Supper-tall Building Foundations reinforcement solutions method |
| CN106499407A (en) * | 2016-10-20 | 2017-03-15 | 上海交通大学 | A kind of determination method of the safe grouting at the tail of the shield machine pressure of karst area shield tunnel |
| CN106837353A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Filling karst constructing tunnel processing method |
| CN107313744A (en) * | 2017-07-18 | 2017-11-03 | 山西晋城无烟煤矿业集团有限责任公司 | A kind of small guide hole grouting and reinforcing coal bed gas well passes through the construction method in goaf |
| CN108643179A (en) * | 2018-06-28 | 2018-10-12 | 中水电第十工程局（郑州）有限公司 | A kind of anchor pole and construction method using the construction of hand air drill in loose media stratum |
| CN108661668A (en) * | 2018-04-28 | 2018-10-16 | 中铁六局集团天津铁路建设有限公司 | The exposed method for tunnel construction of arch part-structure |
| CN109487780A (en) * | 2019-01-13 | 2019-03-19 | 中国石油大学(华东) | A kind of steel pipe combination skeleton slip casting solution cavity interstitital texture with holes and construction method |
| CN109630137A (en) * | 2019-01-31 | 2019-04-16 | 中铁十四局集团建筑工程有限公司 | An a kind of tunnel high position passes through the backfill processing construction method of huge molten chamber |
| CN109667537A (en) * | 2017-10-16 | 2019-04-23 | 湖北中南勘察基础工程有限公司 | A kind of drilling process of prospecting filling land pebble solution cavity |
| CN110714771A (en) * | 2019-11-21 | 2020-01-21 | 中铁四局集团有限公司 | Tunnel entering construction method with hidden karst cave at tunnel portal |
| CN111560941A (en) * | 2020-05-12 | 2020-08-21 | 中铁二十局集团第三工程有限公司 | Karst landform cavity treatment method |
| CN111878088A (en) * | 2020-07-30 | 2020-11-03 | 中铁五局集团有限公司 | Karst cave section logistics channel construction method based on karst cave underground river environment tunnel construction |
| CN111878086A (en) * | 2020-07-30 | 2020-11-03 | 中铁五局集团有限公司 | Peripheral construction channel arrangement method based on karst cave underground river environment tunnel construction |
| CN111878089A (en) * | 2020-07-30 | 2020-11-03 | 中铁五局集团有限公司 | Karst cave section grouting reinforcement construction method based on karst cave underground river environment tunnel construction |
| CN112065440A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam pipeline grouting construction method based on karst cave underground river environment tunnel construction |
| CN112065444A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam construction method based on karst cave underground river environment tunnel construction |
| CN112065441A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam concrete pouring construction method based on karst cave underground river environment tunnel construction |
| CN112065438A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam third section construction method based on karst cave underground river environment tunnel construction |
| CN112282638A (en) * | 2020-09-09 | 2021-01-29 | 中国水利水电第九工程局有限公司 | Pipe following drilling pore-forming backfill grouting construction method |
| CN112610222A (en) * | 2020-12-16 | 2021-04-06 | 中铁十四局集团建筑工程有限公司 | Karst cave backfilling method and tunnel construction method |
| CN113699993A (en) * | 2021-09-08 | 2021-11-26 | 湖北索林建设工程有限公司 | Grouting method for existing roadbed steel floral tube |
| CN114718503A (en) * | 2022-03-29 | 2022-07-08 | 中煤科工集团重庆研究院有限公司 | Coal mine underground structure broken stratum fixed-point grouting reinforcement system and method |
| CN115404845A (en) * | 2022-08-08 | 2022-11-29 | 中国建筑第七工程局有限公司 | Construction method for treating soil-dissolving hole |
| CN117419772A (en) * | 2023-12-19 | 2024-01-19 | 中铁三局集团广东建设工程有限公司 | Sensing data processing method and device for karst cave grouting control |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06185294A (en) * | 1992-12-17 | 1994-07-05 | Taisei Corp | Running passage construction method on side slope |
| CN102536317A (en) * | 2012-01-20 | 2012-07-04 | 山东大学 | Device and process for filling aggregate into stratum cavities through surface drilling |
| CN102561950A (en) * | 2012-01-20 | 2012-07-11 | 山东大学 | Process for realizing grouting consolidation for aggregates filled in cavities of strata and jetting drill bit |
| CN103485336A (en) * | 2013-09-30 | 2014-01-01 | 中铁二十局集团有限公司 | Drilling pile drilling construction method of bead-type karst area |
| CN103526748A (en) * | 2013-09-30 | 2014-01-22 | 中铁二十局集团有限公司 | Technology for constructing deepwater bridge underwater pier large-diameter bored piles in bead-stringed type karst areas |
-
2014
- 2014-12-09 CN CN201410745067.8A patent/CN104532821A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06185294A (en) * | 1992-12-17 | 1994-07-05 | Taisei Corp | Running passage construction method on side slope |
| CN102536317A (en) * | 2012-01-20 | 2012-07-04 | 山东大学 | Device and process for filling aggregate into stratum cavities through surface drilling |
| CN102561950A (en) * | 2012-01-20 | 2012-07-11 | 山东大学 | Process for realizing grouting consolidation for aggregates filled in cavities of strata and jetting drill bit |
| CN103485336A (en) * | 2013-09-30 | 2014-01-01 | 中铁二十局集团有限公司 | Drilling pile drilling construction method of bead-type karst area |
| CN103526748A (en) * | 2013-09-30 | 2014-01-22 | 中铁二十局集团有限公司 | Technology for constructing deepwater bridge underwater pier large-diameter bored piles in bead-stringed type karst areas |
Non-Patent Citations (1)
| Title |
|---|
| HH253298650: "路基岩溶注浆孔口管阻塞法技术交底", 《豆丁网》 * |
Cited By (34)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105019458A (en) * | 2015-07-30 | 2015-11-04 | 中铁五局（集团）有限公司 | Deep and thick sand layer covered karst cave grouting system device and construction method |
| CN106194196B (en) * | 2016-08-22 | 2019-01-29 | 北京市政路桥股份有限公司 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
| CN106194196A (en) * | 2016-08-22 | 2016-12-07 | 北京市政路桥股份有限公司 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
| CN106245623A (en) * | 2016-08-22 | 2016-12-21 | 贵州建工集团第建筑工程有限责任公司 | A kind of karst landform Supper-tall Building Foundations reinforcement solutions method |
| CN106245623B (en) * | 2016-08-22 | 2018-12-04 | 贵州建工安顺建筑工程有限公司 | A kind of karst landform Supper-tall Building Foundations reinforcement solutions method |
| CN106499407A (en) * | 2016-10-20 | 2017-03-15 | 上海交通大学 | A kind of determination method of the safe grouting at the tail of the shield machine pressure of karst area shield tunnel |
| CN106499407B (en) * | 2016-10-20 | 2019-05-24 | 上海交通大学 | A kind of determination method of the safe grouting at the tail of the shield machine pressure of karst area shield tunnel |
| CN106837353A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Filling karst constructing tunnel processing method |
| CN107313744A (en) * | 2017-07-18 | 2017-11-03 | 山西晋城无烟煤矿业集团有限责任公司 | A kind of small guide hole grouting and reinforcing coal bed gas well passes through the construction method in goaf |
| CN109667537B (en) * | 2017-10-16 | 2020-06-30 | 湖北中南勘察基础工程有限公司 | Drilling process for surveying and filling pebble soil karst cave |
| CN109667537A (en) * | 2017-10-16 | 2019-04-23 | 湖北中南勘察基础工程有限公司 | A kind of drilling process of prospecting filling land pebble solution cavity |
| CN108661668A (en) * | 2018-04-28 | 2018-10-16 | 中铁六局集团天津铁路建设有限公司 | The exposed method for tunnel construction of arch part-structure |
| CN108643179A (en) * | 2018-06-28 | 2018-10-12 | 中水电第十工程局（郑州）有限公司 | A kind of anchor pole and construction method using the construction of hand air drill in loose media stratum |
| CN109487780A (en) * | 2019-01-13 | 2019-03-19 | 中国石油大学(华东) | A kind of steel pipe combination skeleton slip casting solution cavity interstitital texture with holes and construction method |
| CN109630137A (en) * | 2019-01-31 | 2019-04-16 | 中铁十四局集团建筑工程有限公司 | An a kind of tunnel high position passes through the backfill processing construction method of huge molten chamber |
| CN109630137B (en) * | 2019-01-31 | 2019-10-01 | 中铁十四局集团建筑工程有限公司 | An a kind of tunnel high position passes through the backfill processing construction method of huge molten chamber |
| CN110714771A (en) * | 2019-11-21 | 2020-01-21 | 中铁四局集团有限公司 | Tunnel entering construction method with hidden karst cave at tunnel portal |
| CN111560941A (en) * | 2020-05-12 | 2020-08-21 | 中铁二十局集团第三工程有限公司 | Karst landform cavity treatment method |
| CN111878088A (en) * | 2020-07-30 | 2020-11-03 | 中铁五局集团有限公司 | Karst cave section logistics channel construction method based on karst cave underground river environment tunnel construction |
| CN111878086A (en) * | 2020-07-30 | 2020-11-03 | 中铁五局集团有限公司 | Peripheral construction channel arrangement method based on karst cave underground river environment tunnel construction |
| CN111878089A (en) * | 2020-07-30 | 2020-11-03 | 中铁五局集团有限公司 | Karst cave section grouting reinforcement construction method based on karst cave underground river environment tunnel construction |
| CN112065444A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam construction method based on karst cave underground river environment tunnel construction |
| CN112065440A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam pipeline grouting construction method based on karst cave underground river environment tunnel construction |
| CN112065441A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam concrete pouring construction method based on karst cave underground river environment tunnel construction |
| CN112065438A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam third section construction method based on karst cave underground river environment tunnel construction |
| CN112282638A (en) * | 2020-09-09 | 2021-01-29 | 中国水利水电第九工程局有限公司 | Pipe following drilling pore-forming backfill grouting construction method |
| CN112610222A (en) * | 2020-12-16 | 2021-04-06 | 中铁十四局集团建筑工程有限公司 | Karst cave backfilling method and tunnel construction method |
| CN112610222B (en) * | 2020-12-16 | 2023-03-14 | 中铁十四局集团建筑工程有限公司 | Karst cave backfilling method and tunnel construction method |
| CN113699993A (en) * | 2021-09-08 | 2021-11-26 | 湖北索林建设工程有限公司 | Grouting method for existing roadbed steel floral tube |
| CN114718503A (en) * | 2022-03-29 | 2022-07-08 | 中煤科工集团重庆研究院有限公司 | Coal mine underground structure broken stratum fixed-point grouting reinforcement system and method |
| CN115404845A (en) * | 2022-08-08 | 2022-11-29 | 中国建筑第七工程局有限公司 | Construction method for treating soil-dissolving hole |
| CN115404845B (en) * | 2022-08-08 | 2024-01-30 | 中国建筑第七工程局有限公司 | Soil dissolving hole treatment construction method |
| CN117419772A (en) * | 2023-12-19 | 2024-01-19 | 中铁三局集团广东建设工程有限公司 | Sensing data processing method and device for karst cave grouting control |
| CN117419772B (en) * | 2023-12-19 | 2024-03-12 | 中铁三局集团广东建设工程有限公司 | Sensing data processing method and device for karst cave grouting control |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104532821A (en) | Extra-large karst cave bottom treatment construction method | |
| CN104153352B (en) | Karst geology rotary-drilling bored concrete pile hole forming process | |
| CN100591866C (en) | Drifting sand layer and gravel stratum water-moving double-liquid high pressure slip-casting water-blocking construction method | |
| CN101737060B (en) | Beneath-soil through-tunnel superlarge diameter pipe curtain construction method | |
| CN205172598U (en) | Pipe curtain spouts a supporting construction soon | |
| CN104631470A (en) | Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel | |
| CN104631438B (en) | Long auger guncreting uplift pile construction method | |
| CN102296630A (en) | Construction method of long-screw high-pressure mix jetting cement diaphragm wall | |
| CN102061697A (en) | Method for treating uneven settlement of building | |
| CN110185844A (en) | Shallow earthing pipe-jacking with large diameter construction method | |
| CN106320354A (en) | Anti-seepage construction method for karst cave development stratum under overburden | |
| CN103835651A (en) | Single-hole directional drilling local grouting raise boring technology | |
| CN101598022A (en) | The job practices of vertical simultaneous drifting | |
| CN110469332A (en) | A kind of advance support consolidation method passing through Debris Flow Deposition body tunnel | |
| CN105064381A (en) | High-low cutting edge double-wall steel cofferdam reinforced concrete once bottom sealing construction method | |
| CN106437796B (en) | A kind of lithostratigraphy shield tunnel end ruggedized construction and reinforcement means | |
| CN107514266A (en) | Shield export ＆ import bolt anchorage soil body construction method | |
| CN110593254A (en) | Construction method of cast-in-situ bored pile in stratum with karst cave in joint zone | |
| CN103147435A (en) | Method for treating construction engineering foundation in gob | |
| CN109113051A (en) | The method of bored pile construction work efficiency is improved under the conditions of karsts developing area | |
| CN110500119B (en) | Waterproof consolidation structure construction method for penetrating through debris flow accumulation body tunnel | |
| CN108005662A (en) | A kind of processing method of underground water seal cave depot bank area geology crushed zone | |
| CN108590668B (en) | Method for drawing pipes of overlength pipe shed of underground excavation station | |
| CN207080242U (en) | Shield tunnel termination bamboo reinforcement grouted anchor bar cup type lateral stiffening feature | |
| CN109371975A (en) | A kind of CFG stake implantation construction method suitable for compound soft or hard geology |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150422 |
|
| RJ01 | Rejection of invention patent application after publication |