CN108612546A - Horizontal grouting construction method under a kind of enclosed environment - Google Patents
Horizontal grouting construction method under a kind of enclosed environment Download PDFInfo
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- CN108612546A CN108612546A CN201810455981.7A CN201810455981A CN108612546A CN 108612546 A CN108612546 A CN 108612546A CN 201810455981 A CN201810455981 A CN 201810455981A CN 108612546 A CN108612546 A CN 108612546A
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- 238000010276 construction Methods 0.000 title claims abstract description 21
- 238000007569 slipcasting Methods 0.000 claims abstract description 44
- 239000002689 soil Substances 0.000 claims abstract description 29
- 230000009977 dual effect Effects 0.000 claims abstract description 22
- 238000006073 displacement reaction Methods 0.000 claims abstract description 13
- 230000010339 dilation Effects 0.000 claims abstract description 5
- 239000002002 slurry Substances 0.000 claims description 42
- 238000005553 drilling Methods 0.000 claims description 26
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 25
- 238000000034 method Methods 0.000 claims description 19
- 239000004568 cement Substances 0.000 claims description 14
- 230000000694 effects Effects 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 8
- 238000007689 inspection Methods 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 5
- 230000011218 segmentation Effects 0.000 claims description 4
- 239000004115 Sodium Silicate Substances 0.000 claims description 3
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 abstract description 7
- 238000002347 injection Methods 0.000 abstract description 4
- 239000007924 injection Substances 0.000 abstract description 4
- 230000003014 reinforcing effect Effects 0.000 abstract description 4
- 239000012141 concentrate Substances 0.000 abstract description 2
- 230000008878 coupling Effects 0.000 description 7
- 238000010168 coupling process Methods 0.000 description 7
- 238000005859 coupling reaction Methods 0.000 description 7
- 238000009412 basement excavation Methods 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 230000008859 change Effects 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 230000007812 deficiency Effects 0.000 description 2
- 238000000151 deposition Methods 0.000 description 2
- 239000011521 glass Substances 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 229910052602 gypsum Inorganic materials 0.000 description 2
- 239000010440 gypsum Substances 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 239000003599 detergent Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000010338 mechanical breakdown Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- General Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Chemical & Material Sciences (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses horizontal grouting construction methods under a kind of enclosed environment often to recycle 50m in the slip casting of tunnel front, overlaps 10m；76 injected holes are arranged in first circulation, wherein 15 meters of B1~B9 hole depths, 50 meters, dilation angle 1.3m, the long 40m of drain hole of A1~A67 hole depths are arranged in bottom, install flowmeter at discharge outlet, count displacement.The construction method of present invention horizontal grouting under enclosed environment is simple and convenient, strong operability.The present invention proposes grouting pressure, grouting amount dual control, using the principle of " dual control, slow " in work progress, can effectively control obturator and stratum deformation.The first outside center again of grouting sequence of the present invention, first note outside be conducive to reduce influence of the slip casting to obturator.The present invention focuses on information-aided construction, and monitoring situation guides the adjustment of the parameters such as grouting pressure, injection speed, grouting amount.The present invention can disposably horizontal reinforcing soil body 50m, advantageous quickly concentrate construct.The construction method of horizontal grouting is safe, reliable, efficient, economic, practical under inventive closure environment.
Description
Technical field
The present invention relates to horizontal grouting construction methods under a kind of enclosed environment, especially suitable for the wall ring formed in frozen soil
Horizontal grouting construction method under border.
Background technology
Upper cover layer deficiency Tunnel belongs to shallow embedding formula tunnel across 2 times of tunnel or section, now with social economy
Development, shallow embedding formula tunnel is more and more.The most leading pre-supporting of shallow-depth-excavation tunnel, leading pre-supporting have advance anchor bolt, surpass
Front tube canopy freezes supporting etc. in advance.Gong Bei tunnel port tunneling section section high 21m, wide 18.8m, long 255m, 4~5 meters of buried depth.
Tunnel is located at the saturated soft soil environment that borders on the sea, and geological condition is complicated, and top-down stratum is followed successively by artificial miscellaneous fill, mud and silt
Shale soil, thick (gravel) sand, sand (gravel) matter cohesive soil, residual soil, the high 3m of level of ground water, rich water are communicated with seawater.Using " curtain is advanced
Supporting+horizontal frozen sealing combined enclosure structure ", freezes 2~2.6m of wall thickness.Tunnel cross-section periphery is dog collar, and inside is richness
Water weak soil needs grouting and reinforcing just to can guarantee that excavation is stablized.The slip casting problematic under closed environment, grouting pressure great Yi draw
It plays frost wall cracking and frost wall integrally swells, surface uplift is caused to crack, security risk is brought to earth's surface building；Grouting pressure
It is small, the purpose of the grouting and reinforcing soil body is not achieved, it is poor that face is stablized, and great risk is brought to construction work excavation.
Invention content
The purpose of the present invention, which is that, overcomes risk present in the above-mentioned construction of the horizontal grouting under enclosed environment and deficiency,
And horizontal grouting construction method under a kind of enclosed environment is provided, it is safe, reliable, efficient, economic, practical to reach.
Further, tunnel cross-section periphery is closing dog collar, and mortar depositing construction cannot generate it destruction, then can only freeze
The side of wall is tied, that is, tunnel excavation section front carries out horizontal grouting.In mortar depositing construction, drain hole is first performed, using negative
Pressure water, the appropriate moisture being discharged in the soil body, then horizontal retrusive slip casting is carried out, it arranges in the process, note combination, grouting amount is slightly larger than
Displacement constantly monitors influence of the slip casting to frost wall in pipe curtain using method of tension wire alignment.If other similar engineerings not pipe curtain,
Frozen structure can bury soil body layered settlement observation point in earth's surface, observe influence of the slip casting to earth's surface closely.
To achieve the goals above, the technical solution adopted by the present invention is as follows：
Horizontal grouting construction method under a kind of enclosed environment often recycles 50m in the slip casting of tunnel front, overlaps 10m；First
It is circularly set 76 injected holes, wherein 15 meters of B1~B9 hole depths, 50 meters, dilation angle 1.3m of A1~A67 hole depths, drain hole is long
40m is arranged in bottom, installs flowmeter at discharge outlet, count displacement；It the described method comprises the following steps：
(1) grouting equipment：Note one is bored, segmentation drilling rod retrusive slip casting is used after drilling machine drilling to completion；
(2) grouting pressure：The control of A1, A9~A22, A50~A53, A58~60, B1, B9 grouting pressure 0.3~
0.5MPa, A4~A6, A25~A27, A37~A42, A45~A48, A54~A57, A62~A66, B4~B6 grouting pressure control
In 0.5~2MPa, other position grouting pressure controls are in 0.5~1.5Mpa.I.e. the control of tunnel perimeter grouting pressure 0.3~
0.5MPa, grouting pressure control in central area is in 0.5~2MPa, other intermediate position grouting pressure controls are in 0.5~1.5Mpa；
(3) grouting sequence：Outer lateral center, from top to bottom；
(4) injecting paste material：Injecting paste material, as foundation, selects suitable slurry with the geological condition for the announcement that drills and water yield
Liquid.Mud or muck soil, general cohesive soil, residual soil are based on ordinary cement slurry, supplemented by cement-sodium silicate double liquid；
Sandy soil is based on ordinary cement-waterglass dual slurry, supplemented by ordinary cement slurry.Ordinary cement-water glass is used when water yield is big
Glass dual slurry, water yield hour use ordinary cement slurry.Front end 10m ranges use ordinary cement-waterglass dual slurry.Periphery hole
Based on ordinary cement slurry, interstitial hole is based on ordinary cement-waterglass dual slurry；
(5) grout coordinate ratio：Ordinary cement slurry W：C=1.0, ordinary cement-waterglass dual slurry volume ratio 1：1；
(6) pressure releasing method：In conjunction with grouting sequence, relief hole is set in injected hole lower part, drilling machine fetch water place after flat hole it is double
Layer chimney filter, 30~40m of pipe range, nozzle install flowmeter, to accelerate drainage speed, can install vacuum pump, carry out drainage by suction；
(7) the slip casting effect method of inspection：Using inspection hole method, boring and coring measures core sample moisture content, intensity, to judge
Slip casting effect.
Advantageous effect of the present invention is：
1, present invention construction method of horizontal grouting under enclosed environment is simple and convenient, strong operability.
2, present invention draining, slip casting be combined with each other, and primary draining cannot be excessive, causes stratum settlement；In conjunction with displacement into
Row slip casting excessively will not cause stratum to be swelled because of grouting amount.
3, the present invention proposes grouting pressure, grouting amount dual control, using the principle of " dual control, slow " in work progress, can have
Effect control obturator and stratum deformation.
4, the first outside center again of grouting sequence of the present invention, first note outside be conducive to reduce influence of the slip casting to obturator.
5, the present invention focuses on information-aided construction, and monitoring situation guides the tune of the parameters such as grouting pressure, injection speed, grouting amount
It is whole.
6, the present invention can disposably horizontal reinforcing soil body 50m, advantageous quickly concentrate construct.
7, the construction method of horizontal grouting is safe, reliable, efficient, economic, practical under inventive closure environment.
Description of the drawings
Fig. 1 is flow diagram of the present invention；
Fig. 2 is that slip casting face injected hole arranges cross-section diagram；
Fig. 3 is that cross-section diagram is arranged in slip casting end hole
Fig. 4 is that cross-section diagram is arranged in slip casting end hole at 15m.
Specific implementation mode
The invention will be further described below, it should be noted that the present embodiment premised on the technical program,
Detailed embodiment and specific operating process are given, but protection scope of the present invention is not limited to present embodiment.
As shown in Figure 1 to 4, the present invention is horizontal grouting construction method under a kind of enclosed environment, in the slip casting of tunnel front,
50m is often recycled, 10m is overlapped；76 injected holes are arranged in first circulation, wherein 15 meters of B1~B9 hole depths, 50 meters of A1~A67 hole depths,
Dilation angle 1.3m, the long 40m of drain hole are arranged in bottom, install flowmeter at discharge outlet, count displacement；The method packet
Include following steps：
(1) grouting equipment：Note one is bored, segmentation drilling rod retrusive slip casting is used after drilling machine drilling to completion；
(2) grouting pressure：The control of A1, A9~A22, A50~A53, A58~60, B1, B9 grouting pressure 0.3~
0.5MPa, A4~A6, A25~A27, A37~A42, A45~A48, A54~A57, A62~A66, B4~B6 grouting pressure control
In 0.5~2MPa, other position grouting pressure controls are in 0.5~1.5Mpa.I.e. the control of tunnel perimeter grouting pressure 0.3~
0.5MPa, grouting pressure control in central area is in 0.5~2MPa, other intermediate position grouting pressure controls are in 0.5~1.5Mpa；
(3) grouting sequence：Outer lateral center, from top to bottom；
(4) injecting paste material：Injecting paste material, as foundation, selects suitable slurry with the geological condition for the announcement that drills and water yield
Liquid.Mud or muck soil, general cohesive soil, residual soil are based on ordinary cement slurry, supplemented by cement-sodium silicate double liquid；
Sandy soil is based on ordinary cement-waterglass dual slurry, supplemented by ordinary cement slurry.Ordinary cement-water glass is used when water yield is big
Glass dual slurry, water yield hour use ordinary cement slurry.Front end 10m ranges use ordinary cement-waterglass dual slurry.Periphery hole
Based on ordinary cement slurry, interstitial hole is based on ordinary cement-waterglass dual slurry；
(5) grout coordinate ratio：Ordinary cement slurry W：C=1.0, ordinary cement-waterglass dual slurry volume ratio 1：1；
(6) pressure releasing method：In conjunction with grouting sequence, relief hole is set in injected hole lower part, drilling machine fetch water place after flat hole it is double
Layer chimney filter, 30~40m of pipe range, nozzle install flowmeter, to accelerate drainage speed, can install vacuum pump, carry out drainage by suction；
(7) the slip casting effect method of inspection：Using inspection hole method, boring and coring measures core sample moisture content, intensity, to judge
Slip casting effect.
Embodiment
Main technologic parameters
1. orifice tube：Outer diameter Φ 108mm, wall thickness 3.5mm, long 1.2m；
2. bit diameter：65mm；
3. aperture：70mm；
4. dilation angle：1.3m；
5. single hole grouting amount：It is estimated by 15% porosity, particular number scene determines；
6. the presetting period：Single slurry 3h-5h, dual slurry 1min-1.5min；
7. final grouting pressure：0.3~2MPa is drafted, is adjusted according to field monitoring situation；
8. slip casting end condition：Pressure, grouting amount dual control.
9. injection speed：Slowly, slurries are fully spread
(1) orifice tube is installed
It is first calculated according to injected hole start and end point coordinates before drilling and creeps into vertical angle (gradient) and horizontal angle (azimuth),
It is adjusted at any time according to result of calculation and practice of construction effect when construction.Casing is installed per hole starting point section, it can between casing and hole wall
To be bonded using epoxy resin filling, protruded length keeps 30~40cm.It must ensure that casing firmly installs and in drilling rod when drilling
The set aperture protrusion-dispelling water installations matched with selection drilling rod are arranged in front end.
Tapping sleeve section uses corning machine pore-forming, installs 108 orifice tubes of Φ.
(2) relief hole
Drilling machine is inserted into bilayer sleeve, sleeve end using note all-in-one machine punching, 30~40m of hole depth is bored after extracting drill bit
Head installation flowmeter.After relief hole deploys, injected hole slip casting can be bored.For quickening drainage speed, vacuum pump can be installed, into
Row drainage by suction.
(3) it drills
Drilling machine, which uses, bores note all-in-one machine, rear outer in slip casting order elder generation, is made a record with work team while creeping into.
The content of record is：, there is the position of water burst and water injection rate in Kong Hao, drilling depth, start-stop mileage, drilling tool size, soil layer title.According to
Soil layer sample, rate of penetration gush water leakage situation to analyze and determine engineering geology in front of excavation face, hydrological geological conditions, as
The foundation for taking which kind of technical measures is excavated in next step.
It must be by the accurate positioning trepanning of plan design.Gently to pressurize when trepanning, at a slow speed, big yield, prevent to bore
Hole is opened tiltedly, and wrong direction is bored；It should be no more than per hole starting point coordinate error range according to coordinate setting-out on the spot before injected hole pore-forming
20cm, whole hole are no more than 50cm；
Before operating personnel does not leave work surface, it is not allowed to spud in；It must not gear shift in drilling machine operating；After hole depth is more than 30m, no
High pressure, fast drilling are obtained, prevents from causing collapse hole or disconnected bar accident.
(4) slip casting
Grouting test is carried out in rock stratum before slip casting under the conditions of similar geology, primarily determines slurries pack completeness, grouting amount,
Slurries have coordinated gel time, grout spreading range, the indexs such as final grouting pressure.
Using segmentation drilling rod retrusive slip casting after drilling machine drilling to completion, each slip casting paragraph is 3m.
Slurries are prepared according to selected parameter, Grouting Pipe must be checked first, and filling system is accessed again after confirmation is unimpeded.Slip casting system
After system is connected with drilling rod, valve opening door, start grouting pump according to first dilute rear thick, (grouting amount) first big after small, first cementing single slurry
The program slip casting of dual slurry is noted again.When grouting pressure reaches design value, 2~3min, grout absorption is maintained to reach design quantity then
Stop slip casting, valve is closed in detergent line, waits for that dual slurry initial set retreats pipe and carries out next section of slip casting.According to drill hole geologic situation
It determines slip casting section length in hole, is generally advisable with 3m.
The slip casting operation of one hole section should generally continue to end, should not interrupt, should avoid as possible because mechanical breakdown,
Have a power failure, cut off the water, equipment the problems such as caused by be forced to interrupt, for because carrying out interval slip casting, prevent grout leaking grout etc. and intentionally in
Disconnected, row is multiple again after cleaning to the former depth that will should first drill notes.
(5) slip casting effect is checked
Soil sample is taken out using corning machine, hole effect is spoilt in observation, is measured Water Content Tests in Soil Samples, intensity, how is concluded slip casting effect.
After achieving the purpose that soil mass consolidation and improving excavation environment, ground-connecting-wall can be abolished, into next procedure.
Monitoring project
Tour, pipe curtain level, vertical displacement, vertical vibration, level of ground water, dog collar temperature change and water outlet in pipe
Amount.Its middle pipe curtain is horizontal, vertical displacement measuring point is mainly set in 2#, 4#, 36#, 34#, 32# pipe, and arrangement section is from nozzle
Extend 50m (slip casting section) inward, one group of measuring point is arranged at every tube coupling screwed joint.Water yield is by installing flowmeter, record
Uninterrupted.
(1) Monitoring frequency：1 time/2h of vertical vibration, pipe curtain 1 time/2h of displacement, dog collar temperature change monitor in real time.
(2) early warning value controls
Stop slip casting at once when the following conditions：
1. pipe is interior, earth's surface grout；
2. it is more than 5mm that pipe curtain, which adds up deflection,；
3. the variation of dog collar local temperature is excessive.
(3) monitoring method
1. being maked an inspection tour in pipe
Gypsum is smeared in flange dish gap, observation gypsum has free from flaw, judges whether tube coupling connector has subtended angle.Pay attention to observation
Soil improvement injected hole, once find water burst, gush slurry phenomenon report immediately.
2. method of tension wire alignment test tube section deforms
Due to narrow field in pipe curtain tube coupling, conventional method operation is difficult, takes monitoring accuracy and timeliness demand, horizontal position into account
Shifting is monitored using method of tension wire alignment, and concrete operation step is as follows：
1) in tube coupling hole tube wall and inward can intervisibility farthest (about 70m) tube wall on respectively weld a steel wire bolt
Fastener, racking fastener using fastener keeps steel wire exceptionally straight firm；
2) diameter 1mm specification wires are selected to be placed on fastener, it should be noted that control steel wire level of tightness prevents from disconnecting；
3) tube coupling is marked with tube coupling junction setting pipe curtain horizontal displacement measuring point, should be arranged simultaneously on corresponding steel wire
It marks, the label on tube wall should be located at slip casting side, and pair of marks line should be basically perpendicular to steel wire, can control it with square
Verticality, such pair of marks are one group of horizontal displacement measuring point, and each tube coupling junction should all be arranged one group of horizontal displacement and survey
Point；
4) different periods respectively measure one group of horizontal displacement measuring point distance after point layout is good, measure 3 times and take its average value
For initial value, reading is estimated to 0.5mm；
5) symbol of deflection is determined, if tube wall measuring point is deformed toward slip casting position, symbol is "+", if tube wall measuring point is carried on the back
It is deformed from slip casting position, symbol is "-".
For those skilled in the art, technical solution that can be as described above and design are made other each
Kind is corresponding to be changed and deforms, and all these change and deform the protection model that should all belong to the claims in the present invention
Within enclosing.
Claims (1)
1. horizontal grouting construction method under a kind of enclosed environment, which is characterized in that in the slip casting of tunnel front, often recycle 50m, overlap
10m；76 injected holes are arranged in first circulation, wherein 15 meters of B1~B9 hole depths, 50 meters, dilation angle 1.3m of A1~A67 hole depths,
The long 40m of drain hole is arranged in bottom, installs flowmeter at discharge outlet, count displacement；It the described method comprises the following steps：
(1) grouting equipment：Note one is bored, segmentation drilling rod retrusive slip casting is used after drilling machine drilling to completion；
(2) grouting pressure：A1, A9~A22, A50~A53, A58~60, B1, B9 grouting pressure are controlled in 0.3~0.5MPa, A4
~A6, A25~A27, A37~A42, A45~A48, A54~A57, A62~A66, the control of B4~B6 grouting pressures 0.5~
2MPa, other position grouting pressure controls are in 0.5~1.5Mpa.I.e. tunnel perimeter grouting pressure is controlled in 0.3~0.5MPa, in
The grouting pressure control of heart district domain is in 0.5~2MPa, other intermediate position grouting pressure controls are in 0.5~1.5Mpa；
(3) grouting sequence：Outer lateral center, from top to bottom；
(4) injecting paste material：Injecting paste material, as foundation, selects suitable slurries with the geological condition for the announcement that drills and water yield.
Mud or muck soil, general cohesive soil, residual soil are based on ordinary cement slurry, supplemented by cement-sodium silicate double liquid；Sand class
Soil is based on ordinary cement-waterglass dual slurry, supplemented by ordinary cement slurry.It is double using ordinary cement-waterglass when water yield is big
Slurry, water yield hour use ordinary cement slurry.Front end 10m ranges use ordinary cement-waterglass dual slurry.Periphery hole is with general
Based on water flowing mud, interstitial hole is based on ordinary cement-waterglass dual slurry；
(5) grout coordinate ratio：Ordinary cement slurry W：C=1.0, ordinary cement-waterglass dual slurry volume ratio 1：1；
(6) pressure releasing method：In conjunction with grouting sequence, relief hole is set in injected hole lower part, drilling machine fetches water and places the double-deck filter after flat hole
Pipe, 30~40m of pipe range, nozzle install flowmeter, to accelerate drainage speed, can install vacuum pump, carry out drainage by suction；
(7) the slip casting effect method of inspection：Using inspection hole method, boring and coring measures core sample moisture content, intensity, to judge slip casting
Effect.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109723466A (en) * | 2018-12-10 | 2019-05-07 | 中交一公局桥隧工程有限公司 | A kind of tunnel just branch infiltration injecting treatment construction method |
| CN109973098A (en) * | 2019-01-08 | 2019-07-05 | 中铁二院工程集团有限责任公司 | A kind of goaf grouting reinforcing caving zone drilling construction method |
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| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN104405410A (en) * | 2014-12-04 | 2015-03-11 | 海南大学 | Construction structure and construction method for strengthening stratum at end of shield tunnel |
| CN104675403A (en) * | 2014-12-18 | 2015-06-03 | 上海建工集团股份有限公司 | Underground space construction method and supporting structure |
| CN105731978A (en) * | 2016-01-28 | 2016-07-06 | 中铁第四勘察设计院集团有限公司 | Grouting slurry for reinforcing tunnel face of jacking culvert of fine-sand layer and grouting method |
| CN107060774A (en) * | 2017-05-08 | 2017-08-18 | 重庆电讯职业学院 | A kind of anti-tunnel portal wall damage device and construction method |
| CN107642360A (en) * | 2017-07-25 | 2018-01-30 | 彭峰 | Tunneling boring front pre-grouting construction method |
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| CN109723466A (en) * | 2018-12-10 | 2019-05-07 | 中交一公局桥隧工程有限公司 | A kind of tunnel just branch infiltration injecting treatment construction method |
| CN109973098A (en) * | 2019-01-08 | 2019-07-05 | 中铁二院工程集团有限责任公司 | A kind of goaf grouting reinforcing caving zone drilling construction method |
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