CN106437796A - Rock stratum shield tunnel end reinforcing structure and reinforcing method - Google Patents
Rock stratum shield tunnel end reinforcing structure and reinforcing method Download PDFInfo
- Publication number
- CN106437796A CN106437796A CN201610969035.5A CN201610969035A CN106437796A CN 106437796 A CN106437796 A CN 106437796A CN 201610969035 A CN201610969035 A CN 201610969035A CN 106437796 A CN106437796 A CN 106437796A
- Authority
- CN
- China
- Prior art keywords
- construction
- hole
- drilling
- grouting
- anchor bar
- 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.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 39
- 239000011435 rock Substances 0.000 title claims abstract description 18
- 230000003014 reinforcing effect Effects 0.000 title abstract description 17
- 238000010276 construction Methods 0.000 claims abstract description 66
- 238000005553 drilling Methods 0.000 claims abstract description 51
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims abstract description 43
- 235000017491 Bambusa tulda Nutrition 0.000 claims abstract description 43
- 241001330002 Bambuseae Species 0.000 claims abstract description 43
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims abstract description 43
- 239000011425 bamboo Substances 0.000 claims abstract description 43
- 230000005611 electricity Effects 0.000 claims abstract 2
- 230000002787 reinforcement Effects 0.000 claims description 52
- 239000002002 slurry Substances 0.000 claims description 33
- 238000007569 slipcasting Methods 0.000 claims description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 22
- 238000013461 design Methods 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 13
- 239000000463 material Substances 0.000 claims description 12
- 230000000694 effects Effects 0.000 claims description 11
- 238000007789 sealing Methods 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 10
- 210000002421 cell wall Anatomy 0.000 claims description 9
- 230000008676 import Effects 0.000 claims description 9
- 238000002360 preparation method Methods 0.000 claims description 9
- 239000004576 sand Substances 0.000 claims description 9
- 238000002156 mixing Methods 0.000 claims description 8
- 238000005516 engineering process Methods 0.000 claims description 7
- 238000004140 cleaning Methods 0.000 claims description 6
- 230000009977 dual effect Effects 0.000 claims description 6
- 238000009472 formulation Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 239000000203 mixture Substances 0.000 claims description 6
- BQCADISMDOOEFD-UHFFFAOYSA-N Silver Chemical compound [Ag] BQCADISMDOOEFD-UHFFFAOYSA-N 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 230000003628 erosive effect Effects 0.000 claims description 5
- 229910052709 silver Inorganic materials 0.000 claims description 5
- 239000004332 silver Substances 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 239000000428 dust Substances 0.000 claims description 3
- 230000007613 environmental effect Effects 0.000 claims description 3
- 235000021050 feed intake Nutrition 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 239000008235 industrial water Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 238000009527 percussion Methods 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 238000000746 purification Methods 0.000 claims description 3
- 238000000275 quality assurance Methods 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 210000004243 sweat Anatomy 0.000 claims description 3
- 210000001138 tear Anatomy 0.000 claims description 3
- 239000002699 waste material Substances 0.000 claims description 3
- 239000013049 sediment Substances 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 5
- 238000004873 anchoring Methods 0.000 abstract description 2
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 230000003068 static effect Effects 0.000 abstract 1
- 238000007596 consolidation process Methods 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 230000032798 delamination Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000004162 soil erosion Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 208000015181 infectious disease Diseases 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000003801 milling Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a rock stratum shield tunnel end reinforcing structure and a rock stratum shield tunnel end reinforcing method. According to the reinforcing structure, a row of grouting anchor rods are arranged at the front end of an enclosing structure; grouting is performed through the grouting anchor rods. The reinforcing method comprises the following steps: firstly, formulating a construction process flow; secondly, performing specific construction processes: firstly, performing drilling construction; secondly, performing construction of bamboo bar grouting anchor rods; thirdly, performing the construction of breaking a slot wall. The rock stratum shield tunnel end reinforcing structure and the rock stratum shield tunnel end reinforcing method have the beneficial effects that the rock stratum shield tunnel end reinforcing structure can be dug and removed; the whole sections of rod bodies are anchored; anchoring and grouting are combined. The strength is high; the weight is light; the safety is high; the advantages of preventing static electricity, resisting to low temperature and the like meet the requirements of safe production of underground engineering. The economical efficiency is that the construction cost can be greatly reduced.
Description
Technical field
The present invention relates to a kind of shield tunnel termination ruggedized construction and reinforcement means, particularly to a kind of lithostratigraphy shield
Tunnel end ruggedized construction and reinforcement means.
Background technology
At present, during carrying out shield tunnel tunneling construction, need shield tunnel termination stratum is reinforced.Shield
Can whether proper structure export ＆ import reinforcement measure is, directly influence shield machine and originate safely and reach.Therefore, should be directed to different
Formation condition and construction operating mode, select rational reinforcing mode.The main purpose of shield tunnel termination stratum consolidation is as follows：
(1) improve the intensity of shield tunnel end soil body, control surface subsidence, prevent from caving in.
(2) conservation of soil and water.In the arenaceous stratum that water content is higher, infiltration coefficient is larger, shield launching and arrival
When, easily cause soil erosion, thus causing shield machine export ＆ import construction risk.Termination stratum consolidation can by this partly soil knot
Altogether, reduce soil erosion amount.
(3) improve the bearing capacity of the soil body.It is ensured that tip position soil strength when shield machine lifting, dismounting, prevent heavy machine
There is unstability when tool lifts on soft layer.
For soft clay area, shield tunnel termination using most be cement-soil mixing pile+high-pressure rotary jet grouting pile (or note
Slurry) reinforcing mode, when being limited by ground environment, can be reinforced using freezing process；In layer of sand, mainly added using stratum
Gu the reinforcing mode of+precipitation；For special formation, churning sealing etc. between plain concrete pile gear soil+stake can be taken more special
Reinforcing mode.When shield tunnel termination is tunneling boring lithostratigraphy, suitable reinforcing mode how is selected to be shield export ＆ import
The construction technical issues that need to address.
According to the different origins type of rock, in shield tunnel termination, common lithostratigraphy type mainly has：Sedimentary rock,
Fine grained detrital rock (as mud stone), arenite (as sandstone, conglomerate etc.), granite, metamorphic rock etc..Its origin cause of formation is different, intensity,
Cranny development degree is also different.Different rock-layers type, particularly rock crack also different to shield export ＆ import construction infection
The degree developed, the size of crevice water, there is large effect to shield export ＆ import working security.
When shield export ＆ import meets tunneling boring lithostratigraphy, generally its intensity is far longer than mixing pile or rotary churning pile 0.8-
The fastening strength of 1.2Mpa, need not carry out foundation stabilization again.But there is cranny development general subterranean strata more, for blocking crevice water,
Special reinforcing mode need to be taken.
Chinese patent CN 104533448 A discloses a kind of construction of shield tunnel termination water sealing consolidation in lithostratigraphy
Method, using the arrangement and method for construction of protrusive delamination pour slurry, in close proximity to nearly building enclosure location arrangements one row's delamination pour slurry hole, passes through
Grouting pressure is controlled to ensure the effect of slip casting closing rock crack.But this patent suffers from the drawback that：
1st, slip casting effect is poor.This patent is using protrusive grouting method, and slip casting also needs to extract Grouting Pipe after finishing,
So vertical cavity certainly will be left, need to fill sealing of hole with little clay mud ball.
2nd, the construction period of this patented method is longer.
3rd, when after reinforcing, portal cuts, face is relatively coarse for this patent.The globality of face and independence
All poor.
Content of the invention
The invention aims to solving the problems, such as termination water sealing consolidation during shield tunnel construction in lithostratigraphy, and carry
For a kind of lithostratigraphy shield tunnel termination ruggedized construction and reinforcement means.
The lithostratigraphy shield tunnel termination ruggedized construction that the present invention provides is that the front end of building enclosure is provided with a row
Grouted anchor bar, carries out slip casting by grouted anchor bar.
The setting space of grouted anchor bar is 0.5m, and the length of grouted anchor bar is：From ground until shield tunnel arch is beneath
The position of 3m.
Grouted anchor bar is bamboo reinforcement anchor pole, and every grouted anchor bar is all fixed with three or four bamboo reinforcements by a connection piece, note
It is provided with Grouting Pipe in the inner chamber of slurry anchor pole, slip casting, a diameter of 108mm or 127mm of Grouting Pipe are carried out by Grouting Pipe.
The reinforcement means of the lithostratigraphy shield tunnel termination that the present invention provides, its method is as described below：
The first step, the formulation of construction technology process, concrete technology flow process is as follows：
Early-stage preparations → determine that bore position → sleeve pipe follow-up is holed → holed to projected depth and transfers bamboo reinforcement slip casting anchor
Bar → exit sleeve pipe → slip casting simultaneously reaches design requirement → be transferred to next hole construction → full section construction and finishes → shield export ＆ import；
Second step, Specific construction process are as follows：
First, drilling construction：
(1) rig type selecting：
From XP-30B engineering driller two, join Te Lasi air compressor machine GR200-20 air compressor machine one, using percussion drilling
Technique, be drilled in the hole adopt setting of casing deviational survey, using Inclination Measurement by Light, adopt if necessary JDT-5 type gyrolevel deviational survey with
Ensure boring vertical precision；
(2) drilling technique requires：
During drilling, should by the needs of depth and strata condition, in time increase and decrease drill collar it is desirable to accomplish uniformly, at the uniform velocity creep into, sternly
Prohibit neglect fast neglect slow, pressure is suddenly big or suddenly small, rationally grasps rotating speed, pressure and flushing dose, plus when chi or more bit change, arrive under drilling tool away from
Cleaning bottom of hole at bottom hole 0.3-0.5m, not brigadier's drilling tool be parked in a depth and rinse for a long time, during power failure, drilling tool should be carried deep to safety
Degree, has a power failure more than two hours, drilling tool is all proposed, and to all drilling tool detailed inspections, bent drill pipe and the excessive drilling rod that weares and teares are prohibited
Only use, during whole hole, check drilling tool total length, and punching is by rock dust emptying, then down tube；
Bamboo reinforcement grouted anchor bar carries out ground combo, measures total length, makes a record, and removes in pipe during decentralization bamboo reinforcement grouted anchor bar
Foreign matter, keeps cleaning；
Deflection：Average deviation proportion of holing cannot be greater than 5 ‰, and the whole pitch of holes of boring is not more than design load, otherwise should give benefit
Hole, drilling depth should meet design requirement, and lower length of tube is not less than design reinforcement depth；
Deviational survey：Carry out whole hole and pore-forming deviational survey using light theodolite during drilling construction and draw hole scattering in time
Plan；
Drill site basis：In order to ensure drilling quality, simple mud groove is laid at scene；
(3) formulation of drilling construction flow process, drilling construction flow process is as follows：
Boring preparations → borehole survey positioning → rig installation centering → normally drilling → repetition measurement, leak detection → single hole complete →
Boring terminates；
2nd, the construction of bamboo reinforcement grouted anchor bar：
(1) material selects：Bamboo reinforcement silver selects bamboo, mao bamboon, and PVC mini-valve tube selected by grouting pipeline component；
(2) determination of grouting parameter：
A, injecting paste material combine ordinary cement-waterglass dual slurry for ordinary cement single slurry, and grout coordinate ratio is light water
Mud single slurry：W:C=(0.6-0.8):1；Ordinary cement-waterglass dual slurry W:C=1:1, C:S=1:1；
B, grouting pressure 2-3MPa；
(3) quality assurance measure：
, according to design attitude, deviation controls in ± 10cm for a, perforate；
B, using sleeve pipe follow-up, by enter bamboo reinforcement grouted anchor bar under sleeve pipe it is ensured that under anchor pole arrive projected depth；
C, bamboo reinforcement grouted anchor bar are installed after completing drill drift pipe, carry out orifice sealing, and carry out slip casting immediately, prevent because of row
Sand, draining cause surrounding soil displacement aggravation it is ensured that the anchor force of bamboo reinforcement anchor pole；
D, guarantee bamboo reinforcement grouted anchor bar install satisfaction design density requirements, nonvoluntary minimizing design quantity；
E, injecting paste material must are fulfilled for quality requirement, do not use inefficacy or expired material；
F, preparation slurries require to feed intake in order in strict accordance with slurrying, must not arbitrarily increase and decrease quantity；For avoiding in cement mortar
There are debris to cause plugging, screen is installed on slurry storing tank the slurries of mixing are filtered；
When g, slip casting, shift engineer should adjust grouting parameter and grouting process according to geological condition, and strict control is terminated
Standard is it is ensured that grouting quality and effect；
(4) environmental protective measure：
A, in time area sweat is carried out with " draw, arrange, stifled " treatment measures, reduce cause because water seepage treatment is improper bigger
Seepage erosion, thus forming on a large scale " latent erosion " or " drift sand " phenomenon；
B, control the slurries leakage that construction slip casting uses, and do purification and reach to entering the slip casting waste liquid in tunnel drainage system
Mark is processed, it is to avoid slurries pollute the life of resident, industrial water outside hole；
C, during cement mixing, cement add job specification, stirring facility keep airtight, prevent add, stirred
In journey, a large amount of cement airborne dusts escape；
D, construction machinery prevent oil leak, not by unprocessed for the oily water producing during machine operation just direct discharge,
Or oily water directly discharges during maintenance construction machinery；
3rd, abolish the construction of cell wall：
Observed by inspecting hole, judge to reinforce stagnant water effect, before cell wall is abolished after slip casting, elder generation is regular on portal to beat number
Individual inspecting hole, to judge the cementing sealing situation of rock mass and cell wall at portal, inspecting hole depth enters 10-15cm in building enclosure, when
There are not during leak leakage sand phenomenon more all broken walls in all inspecting holes.
Beneficial effects of the present invention：
The technical scheme that the present invention provides uses bamboo reinforcement grouted anchor bar, when shield launching or arrival, need not pull out
Bamboo reinforcement grouted anchor bar, shield can directly cut propulsion.It is an advantage of the current invention that ensure that lithostratigraphy termination reinforces can smoothly apply
Work, meets the requirement of intensity, antiseepage, and reinforcing stagnant water effect is good, can meet the requirement of economy simultaneously again.Concrete effect is as follows：
1st, can excavate：The location after bamboo reinforcement grouted anchor bar pre-reinforcement, excavation mechinery (shield machine, list is adopted in underground engineering
Arm development machine, milling digging machine etc.) can directly excavate and pass through, the mechanization for realizing tunnel is efficiently constructed offer Reliable guarantee.
2nd, body of rod full section anchoring, anchor note combines.Bamboo reinforcement silver anchor pole coordinates segmenting slip casting pipe slip casting, not only for body of rod full section
Anchor force is provided, strengthens bar Zhou Yanti simultaneously.
3rd, intensity is higher, lightweight, and the tensile strength of matter measured bamboo reinforcement silver anchor pole is higher, and weight is light compared with steel anchor pole
A lot.
4th, security is good：Antistatic, low temperature resistant the advantages of meet the requirement that underground engineering safety produces.
5th, economy：Construction cost can be substantially reduced.
Brief description
Fig. 1 is ruggedized construction top view of the present invention.
Fig. 2 is ruggedized construction side view of the present invention.
Fig. 3 is grouted anchor bar section structure schematic diagram of the present invention.
Fig. 4 is process chart in reinforcement means of the present invention.
1st, grouted anchor bar 2, shield tunnel 3, connector 4, bamboo reinforcement 5, Grouting Pipe 6, building enclosure.
Specific embodiment
Refer to shown in Fig. 1, Fig. 2, Fig. 3 and Fig. 4：
The lithostratigraphy shield tunnel termination ruggedized construction that the present invention provides is that the front end of building enclosure 6 is provided with a row
Grouted anchor bar 1, carries out slip casting by grouted anchor bar 1.
The setting space of grouted anchor bar 1 is 0.5m, and the length of grouted anchor bar 1 is：From ground until shield tunnel 2 encircles bottom
The position of lower 3m.
Grouted anchor bar 1 is bamboo reinforcement anchor pole, and every grouted anchor bar 1 is all fixed with four bamboo reinforcements 4, slip casting by a connection piece 3
It is provided with Grouting Pipe 5 in the inner chamber of anchor pole 1, slip casting, a diameter of 108mm or 127mm of Grouting Pipe 5 are carried out by Grouting Pipe 5.
The reinforcement means of the lithostratigraphy shield tunnel termination that the present invention provides, its method is as described below：
The first step, the formulation of construction technology process, concrete technology flow process is as follows：
Early-stage preparations → determine that bore position → sleeve pipe follow-up is holed → holed to projected depth and transfers bamboo reinforcement slip casting anchor
Bar → exit sleeve pipe → slip casting simultaneously reaches design requirement → be transferred to next hole construction → full section construction and finishes → shield export ＆ import；
Second step, Specific construction process are as follows：
First, drilling construction：
(1) rig type selecting：
From XP-30B engineering driller two, join Te Lasi air compressor machine GR200-20 air compressor machine one, using percussion drilling
Technique, be drilled in the hole adopt setting of casing deviational survey, using Inclination Measurement by Light, adopt if necessary JDT-5 type gyrolevel deviational survey with
Ensure boring vertical precision；
(2) drilling technique requires：
During drilling, should by the needs of depth and strata condition, in time increase and decrease drill collar it is desirable to accomplish uniformly, at the uniform velocity creep into, sternly
Prohibit neglect fast neglect slow, pressure is suddenly big or suddenly small, rationally grasps rotating speed, pressure and flushing dose, plus when chi or more bit change, arrive under drilling tool away from
Cleaning bottom of hole at bottom hole 0.3-0.5m, not brigadier's drilling tool be parked in a depth and rinse for a long time, during power failure, drilling tool should be carried deep to safety
Degree, has a power failure more than two hours, drilling tool is all proposed, and to all drilling tool detailed inspections, bent drill pipe and the excessive drilling rod that weares and teares are prohibited
Only use, during whole hole, check drilling tool total length, and punching is by rock dust emptying, then down tube；
Bamboo reinforcement grouted anchor bar carries out ground combo, measures total length, makes a record, and removes in pipe during decentralization bamboo reinforcement grouted anchor bar
Foreign matter, keeps cleaning；
Deflection：Average deviation proportion of holing cannot be greater than 5 ‰, and the whole pitch of holes of boring is not more than design load, otherwise should give benefit
Hole, drilling depth should meet design requirement, and lower length of tube is not less than design reinforcement depth；
Deviational survey：Carry out whole hole and pore-forming deviational survey using light theodolite during drilling construction and draw hole scattering in time
Plan；
Drill site basis：In order to ensure drilling quality, simple mud groove is laid at scene；
(3) formulation of drilling construction flow process, drilling construction flow process is as follows：
Boring preparations → borehole survey positioning → rig installation centering → normally drilling → repetition measurement, leak detection → single hole complete →
Boring terminates；
2nd, the construction of bamboo reinforcement grouted anchor bar：
(1) material selects：The silver of bamboo reinforcement 4 selects bamboo, mao bamboon, and Grouting Pipe 5 selects PVC mini-valve tube；
(2) determination of grouting parameter：
A, injecting paste material combine ordinary cement-waterglass dual slurry for ordinary cement single slurry, and grout coordinate ratio is light water
Mud single slurry：W:C=(0.6-0.8):1；Ordinary cement-waterglass dual slurry W:C=1:1, C:S=1:1；
B, grouting pressure 2-3MPa；
(3) quality assurance measure：
, according to design attitude, deviation controls in ± 10cm for a, perforate；
B, using sleeve pipe follow-up, by enter bamboo reinforcement grouted anchor bar under sleeve pipe it is ensured that under anchor pole arrive projected depth；
C, bamboo reinforcement grouted anchor bar are installed after completing drill drift pipe, carry out orifice sealing, and carry out slip casting immediately, prevent because of row
Sand, draining cause surrounding soil displacement aggravation it is ensured that the anchor force of bamboo reinforcement anchor pole；
D, guarantee bamboo reinforcement grouted anchor bar install satisfaction design density requirements, nonvoluntary minimizing design quantity；
E, injecting paste material must are fulfilled for quality requirement, do not use inefficacy or expired material；
F, preparation slurries require to feed intake in order in strict accordance with slurrying, must not arbitrarily increase and decrease quantity；For avoiding in cement mortar
There are debris to cause plugging, screen is installed on slurry storing tank the slurries of mixing are filtered；
When g, slip casting, shift engineer should adjust grouting parameter and grouting process according to geological condition, and strict control is terminated
Standard is it is ensured that grouting quality and effect；
(4) environmental protective measure：
A, in time area sweat is carried out with " draw, arrange, stifled " treatment measures, reduce cause because water seepage treatment is improper bigger
Seepage erosion, thus forming on a large scale " latent erosion " or " drift sand " phenomenon；
B, control the slurries leakage that construction slip casting uses, and do purification and reach to entering the slip casting waste liquid in tunnel drainage system
Mark is processed, it is to avoid slurries pollute the life of resident, industrial water outside hole；
C, during cement mixing, cement add job specification, stirring facility keep airtight, prevent add, stirred
In journey, a large amount of cement airborne dusts escape；
D, construction machinery prevent oil leak, not by unprocessed for the oily water producing during machine operation just direct discharge,
Or oily water directly discharges during maintenance construction machinery；
3rd, abolish the construction of cell wall：
Observed by inspecting hole, judge to reinforce stagnant water effect, before cell wall is abolished after slip casting, elder generation is regular on portal to beat number
Individual inspecting hole, to judge the cementing sealing situation of rock mass and cell wall at portal, inspecting hole depth enters 10-15cm in building enclosure, when
There are not during leak leakage sand phenomenon more all broken walls in all inspecting holes.
Claims (4)
1. a kind of lithostratigraphy shield tunnel termination ruggedized construction it is characterised in that：It is that the front end of building enclosure is provided with one
Row's grouted anchor bar, carries out slip casting by grouted anchor bar.
2. a kind of lithostratigraphy shield tunnel termination ruggedized construction according to claim 1 it is characterised in that：Described note
The setting space of slurry anchor pole is 0.5m, and the length of grouted anchor bar is：Position from ground 3m under shield tunnel arch.
3. a kind of lithostratigraphy shield tunnel termination ruggedized construction according to claim 1 it is characterised in that：Described note
Slurry anchor pole is bamboo reinforcement anchor pole, and every grouted anchor bar is all fixed with three or four bamboo reinforcements by a connection piece, grouted anchor bar interior
It is provided with Grouting Pipe in chamber, slip casting, a diameter of 108mm or 127mm of Grouting Pipe are carried out by Grouting Pipe.
4. a kind of lithostratigraphy shield tunnel termination reinforcement means it is characterised in that：Its method is as described below：
The first step, the formulation of construction technology process, concrete technology flow process is as follows：
Early-stage preparations → determine bore position → sleeve pipe follow-up hole → hole to projected depth decentralization bamboo reinforcement grouted anchor bar →
Exit sleeve pipe → slip casting and reach next hole construction → full section construction of design requirement → be transferred to and finish → shield export ＆ import；
Second step, Specific construction process are as follows：
First, drilling construction：
(1) rig type selecting：
From XP-30B engineering driller two, join Te Lasi air compressor machine GR200-20 air compressor machine one, using percussion drilling work
Skill, adopts setting of casing deviational survey being drilled in the hole, using Inclination Measurement by Light, adopts JDT-5 type gyrolevel deviational survey if necessary to protect
Card boring vertical precision；
(2) drilling technique requires：
During drilling, should be by the needs of depth and strata condition, in time increase and decrease drill collar, it is desirable to accomplish uniformly, at the uniform velocity creep into, is forbidden to neglect
Fast suddenly slow, pressure is suddenly big or suddenly small, rationally grasps rotating speed, pressure and flushing dose, plus when chi or more bit change, arrives away from bottom hole under drilling tool
Cleaning bottom of hole at 0.3-0.5m, not brigadier's drilling tool be parked in a depth and rinse for a long time, during power failure, drilling tool should be carried to safety depth, stop
Electricity, more than two hours, drilling tool is all proposed, and to all drilling tool detailed inspections, bent drill pipe and the excessive drilling rod that weares and teares are forbidden making
With, check drilling tool total length during whole hole, and punching is by rock dust emptying, then down tube；
Bamboo reinforcement grouted anchor bar carries out ground combo, measures total length, makes a record, and removes different in pipe during decentralization bamboo reinforcement grouted anchor bar
Thing, keeps cleaning；
Deflection：Average deviation proportion of holing cannot be greater than 5 ‰, and the whole pitch of holes of boring is not more than design load, otherwise should give perforations adding, bores
Hole depth should meet design requirement, and lower length of tube is not less than design reinforcement depth；
Deviational survey：Carry out whole hole and pore-forming deviational survey using light theodolite during drilling construction and draw hole scattering plane in time
Figure；
Drill site basis：In order to ensure drilling quality, simple mud groove is laid at scene；
(3) formulation of drilling construction flow process, drilling construction flow process is as follows：
Centering → normal drilling → repetition measurement installed by boring preparation → borehole survey positioning → rig, leak detection → single hole completes → holes
Terminate；
2nd, the construction of bamboo reinforcement grouted anchor bar：
(1) material selects：Bamboo reinforcement silver selects bamboo, mao bamboon, and PVC mini-valve tube selected by grouting pipeline component；
(2) determination of grouting parameter：
A, injecting paste material combine ordinary cement-waterglass dual slurry for ordinary cement single slurry, and grout coordinate ratio is ordinary cement list
Slurry：W:C=(0.6-0.8):1；Ordinary cement-waterglass dual slurry W:C=1:1, C:S=1:1；
B, grouting pressure 2-3MPa；
(3) quality assurance measure：
, according to design attitude, deviation controls in ± 10cm for a, perforate；
B, using sleeve pipe follow-up, by enter bamboo reinforcement grouted anchor bar under sleeve pipe it is ensured that under anchor pole arrive projected depth；
C, bamboo reinforcement grouted anchor bar are installed after completing drill drift pipe, carry out orifice sealing, and carry out slip casting immediately, prevent because of sediment outflow, row
Water causes surrounding soil displacement aggravation it is ensured that the anchor force of bamboo reinforcement anchor pole；
D, guarantee bamboo reinforcement grouted anchor bar install satisfaction design density requirements, nonvoluntary minimizing design quantity；
E, injecting paste material must are fulfilled for quality requirement, do not use inefficacy or expired material；
F, preparation slurries require to feed intake in order in strict accordance with slurrying, must not arbitrarily increase and decrease quantity；Miscellaneous for avoiding having in cement mortar
Thing and cause plugging, screen is installed on slurry storing tank the slurries of mixing is filtered；
When g, slip casting, shift engineer should adjust grouting parameter and grouting process according to geological condition, strictly controls ending standard,
Ensure grouting quality and effect；
(4) environmental protective measure：
A, in time area sweat is carried out with " draw, arrange, stifled " treatment measures, reduce and cause bigger oozing because water seepage treatment is improper
Stream destroys, thus forming " latent erosion " or " drift sand " phenomenon on a large scale；
B, control construction slip casting use slurries leakage, and to enter tunnel drainage system in slip casting waste liquid do purification place up to standard
Reason, it is to avoid slurries pollute the life of resident, industrial water outside hole；
C, during cement mixing, cement adds job specification, and stirring facility keeps airtight, prevents from adding, in whipping process
A large amount of cement airborne dusts escape；
D, construction machinery prevent oil leak, not by unprocessed for the oily water producing during machine operation just direct discharge, or dimension
Repair oily water during construction machinery directly to discharge；
3rd, abolish the construction of cell wall：
Observed by inspecting hole, judge to reinforce stagnant water effect, before cell wall is abolished after slip casting, elder generation is regular on portal to play several spies
Hole, to judge the cementing sealing situation of rock mass and cell wall at portal, inspecting hole depth enters 10-15cm in building enclosure, when all
There are not during leak leakage sand phenomenon more all broken walls in inspecting hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610969035.5A CN106437796B (en) | 2016-10-28 | 2016-10-28 | A kind of lithostratigraphy shield tunnel end ruggedized construction and reinforcement means |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610969035.5A CN106437796B (en) | 2016-10-28 | 2016-10-28 | A kind of lithostratigraphy shield tunnel end ruggedized construction and reinforcement means |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106437796A true CN106437796A (en) | 2017-02-22 |
| CN106437796B CN106437796B (en) | 2018-08-24 |
Family
ID=58180549
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610969035.5A Active CN106437796B (en) | 2016-10-28 | 2016-10-28 | A kind of lithostratigraphy shield tunnel end ruggedized construction and reinforcement means |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106437796B (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107313745A (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 cementing method for crossing the intensive grouting and reinforcing coal bed gas well of many nodes in goaf |
| CN109826657A (en) * | 2019-03-08 | 2019-05-31 | 西南交通大学 | One kind being used for soft rock tunnel solidifying of the working face device and its construction method |
| CN112664236A (en) * | 2021-01-21 | 2021-04-16 | 上海城建市政工程（集团）有限公司 | Tunnel reinforcing equipment integrating deformation monitoring and grouting and construction method thereof |
| CN113530559A (en) * | 2021-07-15 | 2021-10-22 | 中交隧道工程局有限公司 | Reinforcing method and reinforcing structure for water-rich sand layer geological shield receiving end |
| CN114674629A (en) * | 2022-03-09 | 2022-06-28 | 河南科技大学 | Method for manufacturing test model under strong load of straight wall vault type cavern |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2110511A1 (en) * | 2006-06-21 | 2009-10-21 | Industrial Roll Formers Pty Limited | A two-stage rock bolt & method of use |
| CN104018865A (en) * | 2014-06-25 | 2014-09-03 | 海南大学 | Bamboo reinforcement grouting anchor rod |
| CN104314070A (en) * | 2014-10-16 | 2015-01-28 | 海南大学 | Shield tunneling construction method for n-shaped underground diaphragm wall |
| CN104533448A (en) * | 2014-11-06 | 2015-04-22 | 海南大学 | Construction method for stopping water and reinforcing end of shield tunnel in lithosphere |
| CN104790961A (en) * | 2015-04-27 | 2015-07-22 | 海南大学 | Vertical cup type freezing reinforcement structure and method at shield tunnel end |
| CN206158771U (en) * | 2016-10-28 | 2017-05-10 | 海南大学 | Rock stratum shield tunnel end reinforced structure |
-
2016
- 2016-10-28 CN CN201610969035.5A patent/CN106437796B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2110511A1 (en) * | 2006-06-21 | 2009-10-21 | Industrial Roll Formers Pty Limited | A two-stage rock bolt & method of use |
| CN104018865A (en) * | 2014-06-25 | 2014-09-03 | 海南大学 | Bamboo reinforcement grouting anchor rod |
| CN104314070A (en) * | 2014-10-16 | 2015-01-28 | 海南大学 | Shield tunneling construction method for n-shaped underground diaphragm wall |
| CN104533448A (en) * | 2014-11-06 | 2015-04-22 | 海南大学 | Construction method for stopping water and reinforcing end of shield tunnel in lithosphere |
| CN104790961A (en) * | 2015-04-27 | 2015-07-22 | 海南大学 | Vertical cup type freezing reinforcement structure and method at shield tunnel end |
| CN206158771U (en) * | 2016-10-28 | 2017-05-10 | 海南大学 | Rock stratum shield tunnel end reinforced structure |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107313745A (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 cementing method for crossing the intensive grouting and reinforcing coal bed gas well of many nodes in goaf |
| CN109826657A (en) * | 2019-03-08 | 2019-05-31 | 西南交通大学 | One kind being used for soft rock tunnel solidifying of the working face device and its construction method |
| CN112664236A (en) * | 2021-01-21 | 2021-04-16 | 上海城建市政工程（集团）有限公司 | Tunnel reinforcing equipment integrating deformation monitoring and grouting and construction method thereof |
| CN113530559A (en) * | 2021-07-15 | 2021-10-22 | 中交隧道工程局有限公司 | Reinforcing method and reinforcing structure for water-rich sand layer geological shield receiving end |
| CN114674629A (en) * | 2022-03-09 | 2022-06-28 | 河南科技大学 | Method for manufacturing test model under strong load of straight wall vault type cavern |
| CN114674629B (en) * | 2022-03-09 | 2024-08-20 | 河南科技大学 | Method for manufacturing test model of straight wall vault type grotto under strong load |
| CN114961790A (en) * | 2022-05-27 | 2022-08-30 | 中南大学 | Shield synchronous grouting construction method and construction effect evaluation method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106437796B (en) | 2018-08-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106437796B (en) | A kind of lithostratigraphy shield tunnel end ruggedized construction and reinforcement means | |
| CN101832142B (en) | Tunnel information tracing accurate grouting method | |
| CN102493822B (en) | Method for performing curtain grouting construction on tunnel by water rich fault influence zone | |
| CN101798930B (en) | Rapid construction method of high-pressure water-rich fault zone of tunnel | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN104631470B (en) | The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN205172598U (en) | Pipe curtain spouts a supporting construction soon | |
| CN103835661B (en) | A kind of local excavation pre support mine shaft rising boring technique | |
| CN104532821A (en) | Extra-large karst cave bottom treatment construction method | |
| CN104453913A (en) | Vertical shaft working face ahead pre-grouting method | |
| CN110344400A (en) | The hard rock pore-forming construction technology of churning driven opportunity | |
| CN108661650A (en) | A kind of rich water magmatic body area depth pozo shaft construction method | |
| CN102943466A (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN103835729A (en) | Ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock | |
| CN111852515A (en) | Tunnel stratum pre-reinforcement comprehensive grouting method | |
| CN108265706A (en) | Engineering pile in karst cave geology and pile forming process | |
| CN103410522A (en) | Continuous close-range underpass railway bridge construction method employing shallow tunneling method | |
| CN104695458A (en) | Construction method of deep stirring and jet grouting compound pile waterproof curtain | |
| CN103510572A (en) | Construction method of water getting vertical shaft under complex geological condition | |
| CN108755671A (en) | A kind of rich water gravel layer three axes agitating pile construction method | |
| CN114320360A (en) | TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method | |
| CN113431045B (en) | Construction method for rotary drilling pore-forming karst leaking stoppage | |
| CN207080242U (en) | Shield tunnel termination bamboo reinforcement grouted anchor bar cup type lateral stiffening feature | |
| CN206158771U (en) | Rock stratum shield tunnel end reinforced structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |