CN108661650A - A kind of rich water magmatic body area depth pozo shaft construction method - Google Patents
A kind of rich water magmatic body area depth pozo shaft construction method Download PDFInfo
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- CN108661650A CN108661650A CN201810365093.6A CN201810365093A CN108661650A CN 108661650 A CN108661650 A CN 108661650A CN 201810365093 A CN201810365093 A CN 201810365093A CN 108661650 A CN108661650 A CN 108661650A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 118
- 238000010276 construction Methods 0.000 title claims abstract description 51
- 238000000034 method Methods 0.000 claims abstract description 35
- 239000011440 grout Substances 0.000 claims abstract description 30
- 230000008569 process Effects 0.000 claims abstract description 19
- 238000011161 development Methods 0.000 claims abstract description 12
- 238000009412 basement excavation Methods 0.000 claims abstract description 11
- 238000012360 testing method Methods 0.000 claims abstract description 10
- 238000004873 anchoring Methods 0.000 claims abstract description 5
- 238000007569 slipcasting Methods 0.000 claims description 54
- 238000005553 drilling Methods 0.000 claims description 35
- 238000007689 inspection Methods 0.000 claims description 18
- 230000000694 effects Effects 0.000 claims description 14
- 238000012795 verification Methods 0.000 claims description 12
- 238000004458 analytical method Methods 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 6
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 5
- 238000000151 deposition Methods 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 239000002699 waste material Substances 0.000 claims description 5
- 241000256135 Chironomus thummi Species 0.000 claims description 3
- 230000008859 change Effects 0.000 claims description 3
- 239000012141 concentrate Substances 0.000 claims description 3
- 230000010339 dilation Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000003643 water by type Substances 0.000 claims 1
- 239000011435 rock Substances 0.000 abstract description 20
- 239000003657 drainage water Substances 0.000 abstract description 3
- 238000011049 filling Methods 0.000 abstract description 2
- 239000002002 slurry Substances 0.000 description 10
- 230000008014 freezing Effects 0.000 description 8
- 238000007710 freezing Methods 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 4
- 239000011295 pitch Substances 0.000 description 4
- 241000208202 Linaceae Species 0.000 description 3
- 235000004431 Linum usitatissimum Nutrition 0.000 description 3
- 230000009977 dual effect Effects 0.000 description 3
- 238000011156 evaluation Methods 0.000 description 3
- 239000013589 supplement Substances 0.000 description 3
- 230000001550 time effect Effects 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000001914 filtration Methods 0.000 description 2
- 238000011010 flushing procedure Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 206010060904 Freezing phenomenon Diseases 0.000 description 1
- 239000004115 Sodium Silicate Substances 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000008398 formation water Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000003020 moisturizing effect Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 229910052911 sodium silicate Inorganic materials 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
It is specific as follows the invention discloses a kind of rich water magmatic body area tunnel depth pozo shaft construction method：Step 1: determining the thickness and form of grout cover；Step 2: installing advanced inspecting hole orifice tube；Step 3: carrying out advanced inspecting hole construction after the anchoring of advanced inspecting hole orifice tube reaches intensity；Step 4: testing the water yield in the advanced inspecting hole described in step 3；Step 5：Determine development end water blockoff grouting program；Step 6：Using downlink protrusive water blockoff bored grouting；Step 7：Progress pit shaft, which rises abruptly, builds construction.Using this method, water yield in pit shaft is reduced in digging process, digging process pump drainage water pressure is alleviated；After the completion of excavation, pit shaft percolating water is blocked using radial grouting again on the borehole wall, pit shaft water amount of seepage is reduced and constantly increases with Shaft Excavation, and then causes to flood the generation of well accident, secondly the radial grouting filling borehole wall and country rock gap, ensure tunnel structure and construction safety.
Description
Technical field
The invention belongs to deep pozo shaft construction technical fields, and in particular to a kind of rich water magmatic body area depth pozo
Shaft construction method.
Background technology
Currently, being directed to region of FuShui tunnel depth pozo pit shaft builds construction, generally use pit shaft freezing method or ground
The construction method that pre-pouring grout method for strengthening carries out taking normal sinking shaft to excavate after pre-reinforcement processing in advance to rich water pit shaft；And it is directed to rock
There are main problems to have for magmatic rock area rich water depth pozo shaft construction：1, pit shaft pre-freeze connection is mainly used in alluvium,
And it is few using case is freezed directly in basement rock (magmatic rock), and have the following problems：(1) cryovial drill construction technique
Complexity, depth be more than 500m, borehole accuracy it is difficult to ensure that；(2) since the depth of freezing is larger, freezing section has compresso-crushed zone,
Wellbore stability is poor, and there is no compresso-crushed zone freezing engineering case；(3) since the depth of freezing is too deep, different layers position frozen soil expands
It is different to open up speed so that rock stratum intersection Frozen wall thickness is discontinuous, and freezing pipe locally generates stress, to make freezing pipe reveal
It splits；2, wellbore surface slip casting pre-reinforcement can improve shaft construction condition to a certain degree, but there are still following main problems：(1)
Magmatic rock stratum cranny development and rich water, connection have erratic behavior and uncertainty, and pre grouting from the surface is difficult by all cracks
Closure is exposed, there are larger water blockoff blind areas；(2) after drilling depth is more than 500m, borehole accuracy can not ensure；(3) without compared with system
Slip casting effect evaluation criterion, can only pass through excavate disclose evaluation；3, pit shaft freezing method and surface advance grouting slurry processes all have investment
Greatly, the features such as duration is longer, complex process, it is difficult to meet the railway in railway tunnel " the short big, accessory channel of long tunnel is quickly into hole "
Constructing tunnel principle.
Invention content
Technical problem to be solved by the present invention lies in view of the above shortcomings of the prior art, provide a kind of rich water magmatic rock
Regional depth pozo shaft construction method.It blocks big water outlet crack by pre-pouring grout, reduces in digging process water burst in pit shaft
Amount alleviates digging process pump drainage water pressure；After the completion of excavation, pit shaft percolating water is blocked using radial grouting again on the borehole wall,
It reduces pit shaft water amount of seepage with Shaft Excavation constantly to increase, and then causes to flood the generation of well accident, secondly radial grouting fills well
Wall and country rock gap, ensure tunnel structure and construction safety.
In order to solve the above technical problems, the technical solution adopted by the present invention is, a kind of rich water magmatic body area depth pozo
Shaft construction method, the construction method include as follows：
Step 1：Determine the thickness and form of grout cover；
Step 2: laying within one week 4n advanced inspecting holes around pit shaft in headroom in pit shaft, and drill, advanced visit is installed
Hole orifice tube；Wherein, the spacing between two neighboring advanced inspecting hole is equal；N is 0 natural number；
Step 3: advanced inspecting hole construction is carried out after the anchoring of advanced inspecting hole orifice tube reaches intensity, until reaching design
Depth；
Step 4: testing the water yield in the advanced inspecting hole described in step 3, and different measures is taken, had
Body is as follows：If the water yield of multiple advanced inspecting holes is respectively less than 2m3When/h, slip casting restores pick block after blocking advanced inspecting hole；
If the water yield of any one advanced inspecting hole is in 2~5m3When/h, then respectively increase by one in advanced the inspecting hole () both sides
Verification drilling, if the water yield of two verification drillings is respectively less than 5m3When/h, slip casting blocks the advanced inspecting hole and verification drills
Afterwards, restore the block that rises abruptly；
If the water yield of any one verification drilling is more than 5m3When/h or n inspecting hole total Water is more than 5n m3/ h, then
Slip casting blocks advanced inspecting hole, and carries out step 5；
Step 5：Determine development end water blockoff grouting program, it is specific as follows：Around one week cloth of pit shaft in headroom in pit shaft
If multiple injected holes, and injected hole is located on the circumference where advanced inspecting hole, in shaft depths direction by the vertical outer of taper type
Limb is arranged, and borehole bottom location is excavating outside waste diameter one week；
Step 6：It is specific as follows using downlink protrusive water blockoff bored grouting：Brill is applied using hole is jumped, bores injected hole process
Its interior water yield of middle real-time testing, if water yield is more than 5m in injected hole3/ h carries out mortar depositing construction, until slip casting reaches end
Standard, then next section of drilling, slip casting are carried out successively；Drilling, the slip casting of other injected holes are carried out successively；
Step 7：Progress pit shaft, which rises abruptly, builds construction；
Step 8：There is 0.5m to the borehole wall3/ h concentrates EXIT POINT to take radial thickness slip casting, until maximum leakage in pit shaft
Water is less than 5m3/h。
Further, in step 1, as hydraulic pressure≤2Mp, the thickness of grout cover is 2.5~3m；When 2Mpa ＜ hydraulic pressure≤
When 4Mpa, grout cover thickness is 3.5~4m；As hydraulic pressure ＞ 4Mpa, grout cover thickness is 4.5~5m.
Further, the aperture of advanced inspecting hole is 90~110mm, 60~80m of depth.
Further, in step 5, slip casting dilation angle≤2m, slip casting end pitch of holes≤3.5mm.
Further, in step 5, when cycle excavates injected hole, every section of reserved sealing batholite.
Further, the startup standard of pit shaft radial grouting is pit shaft water after the completion of excavation still greater than 10m3/ h or the borehole wall
There is 0.5m3The concentration EXIT POINT of/h；Radial grouting ending standard：Maximum water amount of seepage is less than 5m in pit shaft3/h。
Further, the inspection of water blockoff slip casting effect is changed over time using the water yield of all injected holes and is gradually reduced, hole
The process analysis procedure analysis method that interior slip casting midge amount also reduces therewith, and to be to terminate to mark when the water yield of injected hole is less than 0.2L/m.min
It is accurate.
A kind of rich water magmatic body area depth pozo shaft construction method of the present invention has the following advantages that：Dig advanced inspecting hole
It is detected in advance to not excavating stratum, reduces pit shaft in digging process and dash forward the risk of water burst, blocked using pre-pouring grout and big go out water crack
Gap reduces in digging process water yield in pit shaft, alleviates digging process pump drainage water pressure；After the completion of excavation, used on the borehole wall
Radial grouting blocks pit shaft percolating water again, reduces pit shaft percolating water and constantly increases with Shaft Excavation, and then causes to flood well thing
Therefore occur, secondly the radial grouting filling borehole wall and country rock gap, ensure tunnel structure and construction safety.
Description of the drawings
Fig. 1 is the sectional view for the pit shaft that grout cover is provided in the present invention；
Fig. 2 is the arrangement schematic diagram of advanced inspecting hole, injected hole and pit shaft in the present invention；
Fig. 3 is that bore flooding quantity changes over time effect figure in embodiment 1；
Fig. 4 is that grouting amount changes over time effect figure in 1 mesoporous of embodiment；
Wherein：1. grout cover；2. pit shaft；3. advanced inspecting hole；4. verifying inspecting hole；5. the borehole wall；6. injected hole；7. rubble drainage
Layer；8. water filtering tank；9. filter pipe.
Specific implementation mode
A kind of rich water magmatic body area depth pozo shaft construction method of the present invention, the construction method include as follows：
Step 1：Determine the thickness and form of grout cover 1；The vertical section of grout cover 1 is wedge-shaped arrangement, and lower part is embedded in country rock
50cm；As hydraulic pressure≤2Mp, the thickness of grout cover 1 is 2.5~3m；As 2Mpa ＜ hydraulic pressure≤4Mpa, grout cover thickness is
3.5~4m；As hydraulic pressure ＞ 4Mpa, grout cover thickness is 4.5~5m；Using C30 concretings.As shown in Figure 1.
Step 2: laying within 2 one weeks 4n advanced inspecting holes 3 around pit shaft in headroom in pit shaft 2, and drill, installation is super
Preceding inspecting hole orifice tube；Wherein, the spacing between two neighboring advanced inspecting hole 3 is equal；N is 0 natural number；It is specific as follows：
It is crept into 2.8m using Φ 130mm drill bit low speed, installs orifice tube；Orifice tube is added using Φ 108mm, δ=5mm seamless steel pipes
Work, pipe range 3m, aperture pipe outer wall are wound the flax silk of 50~80cm long into spindle-type, are installed into using drilling machine impact and require depth,
It is used in combination cement base Anchor Agent to anchor, to ensure that orifice tube installs securely not spillage.Orifice tube is processed, and pipe range need to be more than 3m, tube wall
Thickness need to be more than 5mm.The arrangement of advanced inspecting hole 3 is as shown in Figure 2；
Step 3: advanced inspecting hole construction is carried out after the anchoring of advanced inspecting hole orifice tube reaches intensity, until reaching design
Depth；When actual implementation, after n advanced inspecting hole constructions, inspecting hole water yield is tested using graduated cylinder method, mechanical water
Table is pressed to carry out hydraulic pressure test.
Step 4: testing the water yield in the advanced inspecting hole 3 described in step 3, and different measures is taken,
It is specific as follows：If the water yield of multiple advanced inspecting holes 3 is respectively less than 2m3When/h, slip casting restores pick block after blocking advanced inspecting hole 3；
If the water yield of any one advanced inspecting hole 3 is in 2~5m3When/h, then respectively increase by one in 3 both sides of advanced inspecting hole
Verification drilling 4, if the water yield of two verification drillings 4 is respectively less than 5m3When/h, slip casting blocks the advanced inspecting hole 3 and verification
After drilling 4, restore the block that rises abruptly；
If the water yield of any one verification drilling 4 is more than 5m3When/h or the total Water of n advanced inspecting holes 3 is more than 5n
m3/ h then carries out step 5；
Step 5：Determine development end water blockoff grouting program, it is specific as follows：Around pit shaft 2 one weeks in headroom in pit shaft 2
Multiple injected holes 6 are laid, and injected hole 6 is located on the circumference at 4 place of advanced inspecting hole, in shaft depths direction by the perpendicular of taper type
Outside limb setting, borehole bottom location are excavating outside waste diameter one week；Wherein injected hole end hole is according to injected hole water burst and geological condition
It optimizes choosing and does joints development, breaking surrounding rock, 5m is more than for water yield3The regions /h suitably adjust slip casting according to actual conditions
Eyelet step pitch, supplement add eyelet and reinforce slip casting；Water yield is less than 5m3/ h increase drilling step pitches, reduce drilling amount；Vertical water blockoff
60~80m of depth when often cycle is excavated, is determined according to slip casting effect, wall rock condition and is reserved 8~10m as sealing batholite.Slip casting
The setting in hole 6 is as shown in Figure 2.
Step 6：It is specific as follows using downlink protrusive water blockoff bored grouting：Brill is applied using hole is jumped, bores 6 process of injected hole
Its interior water yield of middle real-time testing, if water yield is more than 5m in injected hole 63/ h, using flanged joint aperture and grouting equipment, into
Row mortar depositing construction until slip casting reaches ending standard, then carries out next section of drilling, slip casting successively；Other injected holes 6 are carried out successively
Drilling, slip casting；All injected holes are all pressed design and are completed to end.After the completion of bored grouting process, slip casting effect inspection need to be carried out,
Slip casting effect inspection is carried out using process analysis procedure analysis method and inspection hole method, and after slip casting effect reaches check criteria, it is stifled to terminate this section
Water mortar depositing construction.Water blockoff slip casting effect inspection is changed over time using 6 water yield of all injected holes and is gradually reduced, slip casting suction in hole
The process analysis procedure analysis method that slurry amount also reduces therewith, and to be less than the ending standard of 0.2L/m.min when the water yield of injected hole 6.
Step 7：Progress pit shaft 2, which rises abruptly, builds construction；
Step 8：There is 0.5m to the borehole wall 53/ h concentrates EXIT POINT to take radial thickness slip casting, until maximum is oozed in pit shaft
Water leakage is less than 5m3/h.Radial grouting uses the seamless steel floral tubes of φ 42mm, pipe range 4m, using ordinary cement-waterglass dual slurry
(C-S) disposable slip casting.Radial grouting grouting pressure is less than 1Mpa；Maximum water amount of seepage in radial grouting ending standard pit shaft 2
Less than 5m3/h。
Embodiment 1：Newly-built Dali to Ruili railway, the Baoshan to Ruili section Gaoligong Shan Mountain tunnel, overall length 34538m is Asia
The long tunnel of first railway, tunnel maximum buried depth about 1155m.Tunnel setting " 1 perforation is flat to lead+2 vertical shafts of+1 inclined shaft " auxiliary hole
Road.Wherein No. 1 vertical shaft is arranged using major and minor well, and main shaft 6m, depth 762.59m, function are muck removal, go out waste air；The net diameter of auxiliary shaft
5m, depth 764.74m, function are muck removal, go out waste air, and personnel's disengaging also serves as extra exit；
No. 1 Shaft bank positional distance Baoshan end Nujiang fault (F1-1) about 1.3km is broken (F4- apart from Ruili end Zhenan County
2) about 1.2km, by two braking effects, pit shaft rock crusher, cranny development and rich water, wall-rock crack trend, connection has not
Regularity, direction are mostly high angle crack, unimpeded with periphery and top communication moisturizing channel, and determining 8 from log contains
Water layer and crushed zone, 1.75~3.85m of layer thickness, maximum flooding quantity about 1150m3/h.In construction is tunneled, it is likely to occur at any time
Prominent watered-out well risk.Scene is constructed by taking the cycle of S1ZK0+130.5~+210.5 sections of grade of main shaft 1 as an example, implementation it is specific
Method is：
1, grout cover is constructed：
1. being excavated to predetermined fare register, carries out lower cycle spy note grout cover 1 and perform, 60cm is laid with before performing grout cover 1
Thick rubble drainage layer 7, ballast grain sizes 20-40mm；The water filtering tank 8 of setting 60cm*60cm*80cm, filter among rubble drainage layer 7
Development end percolating water ejectment is ensured casting concrete by the filter pipe 9 of 8 upper end of water tank welding φ 108mm*5mm, long 3.8m
Quality.
2. for the stabilization of grout cover 1, perform grout cover position and dig 50cm outward, grout cover 1 is made to be embedded in basement rock.
3. grout cover thickness 3m, using the once-pouring of concrete of C30.
4. after concrete strength reach design strength 80% after start the construction of lower step.
2, advanced inspecting hole 3 is laid around pit shaft within one week, advanced inspecting hole orifice tube is installed in pit shaft 2 in headroom：
1. surveying setting-out：Vertical shaft center line is made, is arranged on grout cover 1 according to scheme mesoporous position and marks drilling position with red paint
It sets, after drilling machine is in place, determines and creep into outer limb, it is ensured that position of opening is accurate.
2. orifice tube makes：Orifice tube is processed using Φ 108mm, δ=5mm seamless steel pipes, and pipe range 3m, aperture pipe outer wall twines
Flax silk around 50~80cm long is at spindle-type.
3. being crept into 2.8m using Φ 130mm drill bit low speed, brill hole flushing is moved back, is filled up hole in hole after cement base Anchor Agent
Mouth pipe leading portion withstands aperture, impacts aperture pipe end using drilling machine, aperture tube top is set to and requires depth；
4. Anchor Agent starts lower step inspecting hole construction after aperture after reaching predetermined strength (about 3h).
3, advanced inspecting hole construction is carried out after the anchoring of advanced inspecting hole orifice tube reaches intensity, and tested：
1. preparation：More bit change Φ 90mm prepare inspecting hole construction note table, graduated cylinder and water pressure gauge.
2. inspecting hole is constructed：Inspecting hole depth 80m, record rate of penetration and formation water production per 2m.
3. 4 advanced inspecting hole end hole water yields distinguish 12.15m3/h、5.98m3/h、6.24m3/h、8.47m3/ h, hydraulic pressure point
Not Wei 2.12Mpa, 2.09Mpa, 2.14Mpa, 2.10Mpa, development end total yield be 35.67m m3/h.Then slip casting blocks super
Preceding inspecting hole 3 enables development end water blockoff grouting program.
4, development end bored grouting is constructed：
1. grouting parameter：Longitudinal water blockoff length 80m (being free of grout cover 1), radial water blockoff ranging from 3m, slip casting dilation angle
≤ 2m, slip casting end pitch of holes≤3.5mm, 5~240L/min of injection speed, 4~6MPa of final grouting pressure, grouting mode take downlink
Formula segmenting slip casting, section length are determined that injecting paste material is used is with ordinary cement single slurry (abbreviation C slurries) by water yield in hole
It is main, match and compare W:C=(0.8~1):1, supplemented by ordinary cement-waterglass dual slurry (abbreviation C-S slurry), match and compare W:C=(0.8
~1):1, volume ratio C:S=1:(1~0.3), concentration of sodium silicate 30~35Be '.
2. bored grouting is constructed：Development end bored grouting construction process is as follows：
(a) it determines 6 position of injected hole, is located on the circumference at 3 place of advanced inspecting hole, the installation of injected hole orifice tube：It determines and bores
Into after outer limb, is crept into 2.8m using Φ 130mm drill bit low speed, install orifice tube；Orifice tube uses Φ 108mm, δ=5mm
Seamless steel pipe is processed, pipe range 3m, and aperture pipe outer wall winds the flax silk of 50~80cm long into spindle-type, is installed into using drilling machine impact
It is required that depth, is used in combination cement base Anchor Agent to anchor, to ensure that orifice tube installs securely not spillage；
(b) drilling construction：Using ZDY1900 type drilling machines, match φ 76mm drilling rods, Φ 75mm gear wheel drill hammers.It is drilling
Before, to install 4 " high-pressure ball valves on φ 108mm orifice tubes.In drilling process, if bore flooding quantity is more than 5m3/h, or because of rock
When stone is broken to creep into, stop boring, otherwise drilling will verify drilling tool length when whole hole, whole hole always, it is ensured that drilling depth
Meet design requirement.
(c) mortar depositing construction：It is first clear until flowing with clear water punching (crushed zone does not rush) after injected hole 6 gets into set depth
Slip casting operation is carried out after water.Slip casting operation procedure is as follows：Connect grout pipe line → packer permeability test → slip casting → quantitatively press clear water →
Flushing grout pipe line → unpick and wash grouting pump.
(d) terminate the hole by above-mentioned steps drilling → slip casting → cleaning bottom of hole → slip casting to bottom hole →.
5, slip casting effect inspection and evaluation：
This section of slip casting effect inspection uses two methods：
1. process analysis procedure analysis method：
According to water yield and corresponding each hole grouting amount in 6 hole of each injected hole during bored grouting, water blockoff region apertures are analyzed
Interior water yield and grouting amount change over time effect figure, as shown in Figure 3 and Figure 4.As can be seen from Fig.：Each hole water yield in stratum with
The passage of bored grouting time is gradually reduced, and grouting amount, which changes over time, in corresponding aperture is gradually reduced, water yield reduction, stratum midge
Amount is substantially reduced, and stratum is gradually closely knit, basically reaches expected slip casting effect.
2. looking into hole method：
In practice, the weak link being likely to occur is selected to carry out borehole inspection, inspection hole 2, as shown in table 1, emphasis are examined
Look into abnormal area, inspection hole whether there is or not collapse hole, gush mud, water yield is less than 0.2L/min.m；Water testing is carried out to site inspection hole,
Inspection hole water yield meets effect inspection, meets and excavates requirement, and drilling speed is fast during inspection hole is drilled with, no bit freezing phenomenon,
Reach the requirement of Checking on effect standard.
Each section of water outlet status of 1 inspection hole of table
| Kong Hao | Hole depth (m) | Start water level (m) | Whole hole water yield (L/minm) |
| Inspection 1 | 78.5 | 63 | 0.17 |
| Inspection 2 | 79.2 | 65 | 0.12 |
6, water blockoff section, which rises abruptly, builds construction：
Vertical shaft 2 is excavated bores drillhole blasting using FJD-6 type umbrellas, and excavator coordinates HZ-6 type center steering grab loaders dress
Quarrel, well-bucket muck removal, it is 2m often to recycle cutting depth, and after taking whole sliding formwork progress form concrete to pour, 8h carries out lower cycle
Excavation construction.It reduces the disturbance to country rock in construction to the greatest extent, reinforces photoface exploision molding control, face slurries are spread after excavation
Situation sees that country rock shows that all penetrating passages in country rock are all effectively filled by slurries, and face has local crevice water after disclosing
Leakage phenomenon, working face total yield 13m after the completion of this section is excavated3/ h or so.
7, radial supplement slip casting：
After the completion of excavation, 0.5m is more than to 5 water yield of the borehole wall3The concentration EXIT POINT of/h is investigated, and is found at 21 altogether, often
Locate EXIT POINT 0.5m2Three radial grouting holes of quincuncial arrangement in range, radial grouting use the seamless steel floral tubes of φ 42mm, pipe range
4m, using ordinary cement-waterglass dual slurry (C-S) disposable slip casting, final grouting pressure 1Mpa, all radial supplement injected holes are complete
Cheng Hou, this section of driving face total Water are 3.85m3/ h, meets ending standard.
Claims (7)
1. a kind of rich water magmatic body area depth pozo shaft construction method, which is characterized in that the construction method includes as follows：
Step 1：Determine the thickness and form of grout cover (1)；
Step 2: laying within (2) one weeks 4n advanced inspecting holes (3) around pit shaft in pit shaft (2) interior headroom, and drill, installs
Advanced inspecting hole orifice tube；Wherein, the spacing between two neighboring advanced inspecting hole (3) is equal；N is 0 natural number；
Step 3: advanced inspecting hole construction is carried out after the anchoring of advanced inspecting hole orifice tube reaches intensity, until reaching the depth of design；
Step 4: testing the water yield in the advanced inspecting hole (3) described in step 3, and different measures is taken, had
Body is as follows：If the water yield of multiple advanced inspecting holes (3) is respectively less than 2m3When/h, slip casting blocks advanced inspecting hole (3) and restores pick block afterwards；
If the water yield of any one advanced inspecting hole (3) is in 2~5m3When/h, then respectively increase by one in advanced inspecting hole (3) both sides
Verification drilling (4), if the water yield of two verification drillings (4) is respectively less than 5m3When/h, slip casting blocks the advanced inspecting hole (3)
After verification drilling (4), restore the block that rises abruptly；
If the water yield of any one verification drilling (4) is more than 5m3When/h or n advanced inspecting hole (3) total Waters are more than 5n
m3/ h, then slip casting blocks advanced inspecting hole (3), and carries out step 5；
Step 5：Determine development end water blockoff grouting program, it is specific as follows：Around pit shaft (2) one weeks in pit shaft (2) interior headroom
Lay multiple injected holes (6), and injected hole (6) is located on the circumference where advanced inspecting hole (3), and frustum is pressed in shaft depths direction
The vertical outer limb setting of shape, borehole bottom location are excavating outside waste diameter one week；
Step 6：It is specific as follows using downlink protrusive water blockoff bored grouting：Brills is applied using hole is jumped, during brill injected hole (6)
Its interior water yield of real-time testing, if injected hole (6) interior water yield is more than 5m3/ h carries out mortar depositing construction, until slip casting reaches end
Standard, then next section of drilling, slip casting are carried out successively；Drilling, the slip casting of other injected holes (6) are carried out successively；
Step 7：Progress pit shaft (2), which rises abruptly, builds construction；
Step 8：There is 0.5m to the borehole wall (5)3/ h concentrates EXIT POINT to take radial thickness slip casting, until pit shaft (2) interior maximum is oozed
Water leakage is less than 5m3/h。
2. a kind of rich water magmatic body area depth pozo shaft construction method described in accordance with the claim 1, which is characterized in that institute
It states in step 1, as hydraulic pressure≤2Mp, the thickness of grout cover (1) is 2.5~3m；As 2Mpa ＜ hydraulic pressure≤4Mpa, grout cover
Thickness is 3.5~4m；As hydraulic pressure ＞ 4Mpa, grout cover thickness is 4.5~5m.
3. according to a kind of rich water magmatic body area depth pozo shaft construction method as claimed in claim 1 or 2, feature exists
In the aperture of the advanced inspecting hole (3) is 90~110mm, 60~80m of depth.
4. according to a kind of rich water magmatic body area depth pozo shaft construction method as claimed in claim 1 or 2, feature exists
In, in step 5, slip casting dilation angle≤2m, slip casting end pitch of holes≤3.5mm.
5. a kind of rich water magmatic body area depth pozo shaft construction method according to claim 4, which is characterized in that
In step 5, when cycle excavates injected hole (6), every section of reserved sealing batholite.
6. a kind of rich water magmatic body area depth pozo shaft construction method according to claim 5, which is characterized in that well
The startup standard of cylinder radial grouting is pit shaft water after the completion of excavation still greater than 10m3The concentration that 0.5m3/h occur in/h or the borehole wall goes out
Water spot；Radial grouting ending standard：Maximum water amount of seepage is less than 5m in pit shaft3/h。
7. a kind of rich water magmatic body area depth pozo shaft construction method according to claim 6, which is characterized in that institute
It states water blockoff slip casting effect inspection to change over time and be gradually reduced using the water yield of all injected holes (6), slip casting midge amount in hole
Also the process analysis procedure analysis method reduced therewith, and it is less than 0.2L/m.min as ending standard to work as the water yield of injected hole (6).
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| CN110185844A (en) * | 2019-06-05 | 2019-08-30 | 中交一公局第三工程有限公司 | Shallow earthing pipe-jacking with large diameter construction method |
| CN112012770A (en) * | 2020-07-26 | 2020-12-01 | 中铁二院工程集团有限责任公司 | Underground water advanced treatment structure and construction method for ultra-deep vertical shaft of railway tunnel |
| CN112253186A (en) * | 2020-07-26 | 2021-01-22 | 中铁二院工程集团有限责任公司 | Method for stopping leakage of working faces at different layer depths of railway tunnel shaft |
| CN112746849A (en) * | 2020-12-11 | 2021-05-04 | 中国矿业大学 | Shaft water-carrying digging and building method |
| CN112855167A (en) * | 2021-01-25 | 2021-05-28 | 中铁十四局集团建筑工程有限公司 | Grouting water blocking method for ultra-deep shaft to penetrate broken rock stratum |
| CN113027490A (en) * | 2021-04-13 | 2021-06-25 | 中铁十四局集团有限公司 | Advanced grouting method |
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| CN114320308A (en) * | 2021-12-10 | 2022-04-12 | 北京中煤矿山工程有限公司 | Vertical shaft grouting curtain design and grouting process under deep asymmetric stress condition |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110185844A (en) * | 2019-06-05 | 2019-08-30 | 中交一公局第三工程有限公司 | Shallow earthing pipe-jacking with large diameter construction method |
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| CN112746849A (en) * | 2020-12-11 | 2021-05-04 | 中国矿业大学 | Shaft water-carrying digging and building method |
| CN112855167A (en) * | 2021-01-25 | 2021-05-28 | 中铁十四局集团建筑工程有限公司 | Grouting water blocking method for ultra-deep shaft to penetrate broken rock stratum |
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| CN113982641A (en) * | 2021-10-19 | 2022-01-28 | 中铁十五局集团有限公司 | III-level and IV-level surrounding rock section supporting and optimizing structure of large-diameter ventilation shaft of highway tunnel |
| CN114320308A (en) * | 2021-12-10 | 2022-04-12 | 北京中煤矿山工程有限公司 | Vertical shaft grouting curtain design and grouting process under deep asymmetric stress condition |
| CN114320308B (en) * | 2021-12-10 | 2024-01-02 | 北京中煤矿山工程有限公司 | Design of vertical shaft grouting curtain and grouting process under deep asymmetric stress condition |
| CN117780354A (en) * | 2024-02-28 | 2024-03-29 | 安徽建筑大学 | Method for reinforcing bottom of shaft of coal mine vertical shaft to be built by thick loose layer thin bedrock by sparse-filling |
| CN117780354B (en) * | 2024-02-28 | 2024-05-14 | 安徽建筑大学 | Method for reinforcing bottom of shaft of coal mine vertical shaft to be built by thick loose layer thin bedrock by sparse-filling |
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