CN109139052A - A kind of slip casting aperture apparatus and construction method based on high pressure deep hole grouting - Google Patents
A kind of slip casting aperture apparatus and construction method based on high pressure deep hole grouting Download PDFInfo
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- CN109139052A CN109139052A CN201811155700.2A CN201811155700A CN109139052A CN 109139052 A CN109139052 A CN 109139052A CN 201811155700 A CN201811155700 A CN 201811155700A CN 109139052 A CN109139052 A CN 109139052A
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- 238000007569 slipcasting Methods 0.000 title claims abstract description 46
- 238000010276 construction Methods 0.000 title claims abstract description 42
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 42
- 239000011435 rock Substances 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims description 36
- 238000007789 sealing Methods 0.000 claims description 33
- 238000005553 drilling Methods 0.000 claims description 19
- 230000009977 dual effect Effects 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 11
- 235000019353 potassium silicate Nutrition 0.000 claims description 9
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 9
- 238000009826 distribution Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 16
- 238000003325 tomography Methods 0.000 abstract description 9
- 230000001360 synchronised effect Effects 0.000 abstract description 4
- 238000010586 diagram Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 7
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 238000013461 design Methods 0.000 description 5
- 239000003245 coal Substances 0.000 description 4
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000012797 qualification Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000001363 water suppression through gradient tailored excitation Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000009955 starching 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
- 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
- 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
- E21D9/002—Injection methods characterised by the chemical composition used
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention provides a kind of slip casting aperture apparatus and construction method based on high pressure deep hole grouting, and slip casting aperture apparatus includes first sleeve, and first sleeve is arranged in the rock stratum around tunnel；For providing positioning and support；Second casing, the outer diameter of the second casing are less than the internal diameter of first sleeve；Second casing is arranged concentrically in first sleeve, and injected hole is equipped in the second casing；Short tube, short tube are connected to the left side of the second casing, and short tube is equipped with pressure gauge；Plug, plug are connected on the left of short tube, and spherical cavity is equipped in plug, is equipped with the second sluice valve in spherical cavity；The method that the present invention uses the construction of high pressure deep hole grouting carries out so that grouting with small pipe is synchronous while high pressure deep hole grouting；The method that high pressure deep hole grouting uses three-wheel slip casting simultaneously, ductule uses the construction method of class interval, so that water conductive fault is effectively administered.The invention enables water conductive fault improvement, the tomography duration shortens, project amount is less, expense is low, accuracy rate is high.
Description
Technical field
The invention belongs to full section of tunnel slurry injection technique fields, and in particular to a kind of injected hole based on high pressure deep hole grouting
Device and construction method.
Background technique
Full section of tunnel slurry injection technique is that poor different of the soil properties such as weak water rich strata, crushed zone was directed in Tunnel Engineering
Normal section frequently with construction method, by carrying out the work that slip casting plays soil mass consolidation and waterproof to tunnel surrounding ductule of constructing
With, at present during on-site construction, these methods tool that lithology observation method of comparison, testization method etc. is usually taken, but uses in the past
There is the features such as project amount is big, costly, accuracy rate is low.
It is mainly mining under safe waterpressure of aquifer coal seam that coal master, which mines, at present, and it is about 1MPa, coal seam that seat earth, which bears Ordovician karst water pressure,
It is about 40~60m with Ordovician karst water distance, since coal seam floor grey watery difficult to understand is strong and mature fault, safe working is by bottom plate ash difficult to understand
The threat of water, national mine water inrush data show that 70% water inrush accident all occurs during tunnelling in recent years, tunnel
Water inrush accident is especially easily sent out when encountering tomography conducting Ordovician karst water in the process.It is controlled using the tomography design method based on previous bottom plate admittedly
Manage the two tomographies administer it is long in time limit, effect is undesirable, although certain tomography drops are only 3m, the fault hydraulic conductivity is strong,
Preceding prospecting bit hole water yield is high, and meet head on the position back water outlet 25m that drills3/ h, execution conditions are poor, and band is administered to it in grieshoch position difficult to understand
Great difficulty is carried out.
Accordingly, it is desirable to provide it is a kind of for the insufficient water conductive fault comprehensive treatment parallel construction system of the above-mentioned prior art and
Construction method.
Summary of the invention
The purpose of the present invention is to provide a kind of water conductive fault comprehensive treatment parallel construction systems and construction method at least
Tomography is long in time limit, effect is undesirable, project amount is big, expense to administer for the tomography design method based on solid bottom plate at present for solution
Problem high, accuracy rate is low.
To achieve the goals above, the invention provides the following technical scheme:
A kind of slip casting aperture apparatus based on high pressure deep hole grouting, the slip casting aperture apparatus include,
First sleeve, the first sleeve are arranged in the rock stratum around tunnel；For providing positioning and support；
Second casing, the outer diameter of second casing are less than the internal diameter of the first sleeve；Second casing is set with one heart
It sets in the first sleeve, injected hole is equipped in second casing；
Short tube, the short tube are connected to the left side of second casing, and the short tube is equipped with pressure gauge；
Plug, the plug are connected on the left of the short tube, are equipped with spherical cavity in the plug, in the spherical cavity
Equipped with the second sluice valve.
A kind of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that the first sleeve and described the
Two casings are circumferentially distributed multiple through-holes, flow out out of casing for slurries, form the entirety of sealing.
A kind of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that the length of second casing is big
In the length of the first sleeve, the first sleeve is concordant with the left end of second casing to be arranged；The first sleeve and
The screed of same thickness is equipped between second casing, between second casing and the injected hole.
A kind of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that the first sleeve left end connection
There is first flange, second casing left end is connected with second flange, and the right end of the short tube is connected with third flange；Described
One flange, the second flange and third flange abutting link together；The second flange is located at the first flange
Between the third flange；
Preferably, the internal diameter of the short tube is identical as the internal diameter of second casing.
A kind of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that the short tube outer wall connection is equipped with
Pressure-measuring pipe, the pressure-measuring pipe is interior to be equipped with the first gate valve, and the pressure-measuring pipe upper end is connected with pressure gauge；First gate valve is for connecting
Lead to the pressure gauge and the short tube.
A kind of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that the injected hole has three groups, respectively
For first group of injected hole, second group of injected hole and third group injected hole；Injected hole described in each group is along the surrounding of construction tunnel
Be uniformly distributed, first group of injected hole is identical as the third group injected hole distribution mode, and with second group of the distribution
Mode is different；
Preferably, first group of injected hole and third group injected hole and center line in roadway angle are 11~25 °, and hole depth is
43~56m；
More preferably, second group of injected hole and center line in roadway angle are 15~22 °, and hole depth is 57~62m.
A kind of construction method of the slip casting aperture apparatus based on high pressure deep hole grouting, the construction method include the following steps:
Step 1 determines drill construction technique program:
After drilling tool aperture drilling and tripping in first sleeve → note dual slurry sealing → pressure-bearing pass the test → drilling tool super hole cutter
Into and the second casing of tripping in → note dual slurry sealing → pressure-bearing pass the test after → drilling tool super hole cutter proceeds to projected depth → observation
Water, hydraulic pressure and the water temperature in the whole hole of water outlet drilling；
Step 2, tripping in first sleeve and the second casing are simultaneously fixed:
It is first crept into forward using drill bit A, then tripping in first sleeve, then infuses rapid hardening expansion hole sealing agent and carry out sealing；
It is first crept into forward using drill bit B, then the second casing of tripping in, note dual slurry carries out sealing；
Step 3, sealing inspection:
After first sleeve and the second casing sealing in step 2, using high pressure slurry pump respectively to first sleeve and second
Casing carries out sealing quality examination, then is crept into drill bit C.
The construction method of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that in the step 1, institute
Stating cement slurry and waterglass volume ratio in dual slurry is 1:1~1:0.6.
The construction method of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that in the step 2, envelope
Admittedly slip casting strengthening material be P.O42.5 portland cement, water and 35~40 Baume degrees waterglass；
The drill bit A uses the drill bit of Φ 168mm, and the distance crept into forward is 6m；
The drill bit B uses the drill bit of Φ 127mm, and the distance crept into forward is 12m；
Cement slurry ratio of mud 1:1 in double slurries, cement slurry and waterglass volume ratio 1:0.6.
The construction method of slip casting aperture apparatus based on high pressure deep hole grouting as described above, it is preferable that in the step 2, note
Slurry final pressure is 9MPa.
Compared with the immediate prior art, technical solution provided by the invention has following excellent effect:
The method that the present invention uses high pressure deep hole grouting and grouting with small pipe parallel construction, so that in high pressure deep hole grouting
Grouting with small pipe is synchronous simultaneously carries out；The method that high pressure deep hole grouting uses three-wheel slip casting simultaneously, ductule use class interval
Construction method so that water conductive fault is effectively administered.The invention enables water conductive fault administer the tomography duration shorten, work
Journey amount is less, expense is low, accuracy rate is high.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present invention, and of the invention shows
Examples and descriptions thereof are used to explain the present invention for meaning property, does not constitute improper limitations of the present invention.Wherein:
Fig. 1 is the high-pressure slip-casting hole aperture layout drawing of the embodiment of the present invention；
Fig. 2 is the high-pressure slip-casting hole floor map of the embodiment of the present invention；
Fig. 3 is the high-pressure slip-casting hole diagrammatic cross-section of the embodiment of the present invention；
Fig. 4 is the first and third wheel slip casting section effect diagram of the embodiment of the present invention；
Fig. 5 is the second wheel slip casting section effect diagram of the embodiment of the present invention；
Fig. 6 is the section deep hole grouting cloth hole overall effect schematic diagram of the embodiment of the present invention；
Fig. 7 is that the ductule s group of the embodiment of the present invention arranges sectional schematic diagram；
Fig. 8 is that the conduit q group of the embodiment of the present invention arranges sectional schematic diagram；
Fig. 9 is the ductule plan view of the embodiment of the present invention；
Figure 10 is the ductule section arrangement schematic diagram of the embodiment of the present invention；
Figure 11 is the ductule structural schematic diagram of the embodiment of the present invention.
In figure: 11, first sleeve；12, the second casing；13, injected hole；14, first flange；15, second flange；16,
Three flanges；17, pressure gauge；18, the first gate valve；19, short tube；110, the second gate valve；111, the 4th flange；112, plug；21,
One wheel Grouting Pipe；22, the second wheel Grouting Pipe；23, third round Grouting Pipe；31, tunnel；41, left side；42, right side；43, third lock
Valve；44, reinforcing bar；51 screw threads；52, steel floral tube；53, tip；54, slurry outlet；S1, first group of conduit；S2, second group of conduit；s3,
Third group conduit；S4, the 4th group of conduit；Q1, the 5th group of conduit；Q2, the 6th group of conduit；Q3, the 7th group of conduit；Q4, the 8th group
Conduit.
Specific embodiment
The present invention will be described in detail below with reference to the accompanying drawings and embodiments.It should be noted that in the feelings not conflicted
Under condition, the features in the embodiments and the embodiments of the present application be can be combined with each other.
In the description of the present invention, term " longitudinal direction ", " transverse direction ", "upper", "lower", "front", "rear", "left", "right", " perpendicular
Directly ", the orientation or positional relationship of the instructions such as "horizontal", "top", "bottom" is to be based on the orientation or positional relationship shown in the drawings, and is only
For ease of description the present invention rather than require the present invention that must be constructed and operated in a specific orientation, therefore should not be understood as pair
Limitation of the invention.Term used in the present invention " connected ", " connection " shall be understood in a broad sense, for example, it may be fixedly connected,
It may be a detachable connection；It can be directly connected, can also be indirectly connected by intermediate member, for the common of this field
For technical staff, the concrete meaning of above-mentioned term can be understood as the case may be.
According to a particular embodiment of the invention, as shown in Figure 1, being 13 aperture layout drawing of high-pressure slip-casting hole of the invention, the
Sleeve 11 internal diameter 146mm, length 5.5m, 12 internal diameter 108mm of first sleeve.Length 11m, center are injected hole 13；Pressure gauge
The outflow of the water in pipeline can be can control on 17 with the pressure in display pipes, the second gate valve 110；112 left end of plug is connected with
4th flange 111 is convenient for other external pipelines.It is high-pressure slip-casting end view of the invention, high pressure injection as shown in Fig. 2 to 6
Slurry 13 mouthfuls of hole arrangement is divided into three-wheel, respectively, first round Grouting Pipe 21, the second wheel Grouting Pipe 22, third round Grouting Pipe 23, first
Grouting Pipe 21 is taken turns as the arrangement of third round Grouting Pipe 23, the arrangement of the second wheel Grouting Pipe 22 and first round slip casting
Pipe 21 and third round Grouting Pipe 23 are different.It is arranged in this way so that intensity of the tunnel 31 in tunneling process is guaranteed.It prevents
The harm of water conductive fault bring.It is grouting with small pipe end view of the invention, ductule in the present invention as described in Fig. 7-11
Slip casting is divided into s and two big groups of q, and each big group is divided into 9 groups, i.e. first group of conduit s1 again；Second group of conduit s2；Third group conduit
s3；4th group of conduit s4；5th group of conduit q1；6th group of conduit q2；7th group of conduit q3；8th group of conduit q4；9th group is led
Pipe q5, s and q two organizes greatly spaced apart arrangement, so that its area coverage becomes wider, and bring effect is more obvious.Together
When tunnel bottom be equipped with reinforcing bar 44, for providing support, ductule front end is equipped with tip 53, convenient for being more easily inserted into rock mass
In, ductule is surrounded by slurry outlet 54.
According to a particular embodiment of the invention, a kind of water conductive fault comprehensive treatment parallel construction system, parallel construction system
Including high pressure deep hole grouting system, high pressure deep hole grouting system is located in the rock mass of 31 outside surrounding of tunnel.High pressure deep hole grouting
System includes 13 device of high pressure deep hole grouting hole, and 13 device of high pressure deep hole grouting hole includes first sleeve 11, and first sleeve 11 is set
It sets in the rock stratum around tunnel 31.For providing positioning and support.
Grouting with small pipe system, grouting with small pipe system are located at high pressure deep hole grouting system memory, grouting with small pipe system
It is connected to the inner wall in tunnel 31.
According to a particular embodiment of the invention, 13 device of high pressure deep hole grouting hole further includes first sleeve 12, first sleeve
12 outer diameter is less than the internal diameter of first sleeve 11.First sleeve 12 is arranged concentrically in first sleeve 11, is set in first sleeve 12
There is injected hole 13.Short tube 19, short tube 19 are connected to the left side of first sleeve 12, and short tube 19 is equipped with pressure gauge 17.Plug 112,
Plug 112 is connected to 19 left side of short tube, and spherical cavity is equipped in plug 112, is equipped with the second gate valve 110 in spherical cavity.
According to a particular embodiment of the invention, the length of first sleeve 12 is greater than the length of first sleeve 11, first sleeve
11 concordant with the left end of first sleeve 12 are arranged.Between first sleeve 11 and first sleeve 12, first sleeve 12 and injected hole 13
Between be equipped with the screed of same thickness.First sleeve 11 and first sleeve 12 are circumferentially distributed multiple through-holes, for starching
Liquid is flowed out out of casing, forms the entirety of sealing.
According to a particular embodiment of the invention, 11 left end of first sleeve is connected with first flange 14,12 left end of first sleeve
It is connected with second flange 15, the right end of short tube 19 is connected with third flange 16.First flange 14, second flange 15 and third flange
16 are close to link together.Second flange 15 is between first flange 14 and third flange 16.The connection of 19 outer wall of short tube is equipped with
Pressure-measuring pipe, pressure-measuring pipe is interior to be equipped with the first gate valve 18, and pressure-measuring pipe upper end is connected with pressure gauge 17.First gate valve 18 is for being connected to pressure
Table 17 and short tube 19.
Preferably, the internal diameter of short tube 19 is identical as the internal diameter of first sleeve 12.
According to a particular embodiment of the invention, injected hole 13 has three groups, respectively first group of injected hole, second group of injected hole
With third group injected hole.Surrounding of each group of injected hole 13 along construction tunnel 31 is uniformly distributed, first group of injected hole and third
Group injected hole distribution mode is identical and different from the distribution mode of second group of injected hole.
Preferably, first group of injected hole and third group injected hole and 31 centerlines of tunnel be 11~25 ° (such as 11 °,
12 °, 13 °, 14 °, 15 °, 18 °, 20 °, 22 °, 25 °), hole depth be 43~56m (such as 43m, 45m, 46m, 48m, 49m, 52m,
53m、55m、56m)。
More preferably, second group of injected hole 13 and 31 centerlines of tunnel be 15~22 ° (such as 15 °, 16 °, 17 °,
18 °, 19 °, 20 °, 21 °, 22 °), hole depth is 57~62m (such as 57m, 58m, 59m, 60m, 61m, 62m).
According to a particular embodiment of the invention, grouting with small pipe system includes grouting with small pipe aperture apparatus, grouting with small pipe
Aperture apparatus includes,
S group ductule, s group ductule are arranged in the surrounding in tunnel 31, and one end of s group ductule is from 31 inner wall of tunnel to four
Week extends to the other end.
Q group ductule, q group ductule and s group ductule interval are arranged, and the length of q group ductule is greater than s group ductule
Length.
Aqueduct, aqueduct are located at the lower part of the left side 41 in tunnel 31, the right side of the opening direction of aqueduct towards tunnel 31
42。
According to a particular embodiment of the invention, s group ductule include s1 group ductule, s2 group ductule, s3 group ductule,
S4 group ductule, s5 group ductule, s6 group ductule, s7 group ductule, s8 group ductule and s9 group ductule.S1 group ductule
One end be connected at the left side 41 in tunnel 31, one end of s2 group ductule is connected to the left side 41 in tunnel 31 and the top in tunnel 31
Encircle junction.One end of s5 group ductule is connected to the crown junction of tunnel 31 right side 42 and tunnel 31.S3 group ductule and
S4 group ductule is evenly distributed between s2 group ductule and s5 group ductule.One end of s6 group ductule is connected to tunnel 31
At right side 42.S7 group ductule to s9 group ductule is uniformly arranged on 31 bottom of tunnel.
Q group ductule include q1 group ductule, q2 group ductule, q3 group ductule, q4 group ductule, q5 group ductule,
Q6 group ductule, q7 group ductule, q8 group ductule and q9 group ductule.One end of q1 group ductule is connected to the left side in tunnel 31
The bottom junction of side 41 and tunnel 31.One end of q7 group ductule is connected to the right side 42 in tunnel 31 and the bottom in tunnel 31 is handed over
Meet place.Q8 group ductule and q9 group ductule are arranged perpendicular to the bottom in tunnel 31.Q4 group ductule is connected to the arch in tunnel 31
The highest point in portion.Q2 group ductule is located between s1 group ductule and s2 group ductule.Q3 group ductule is located at s2 group ductule
Between s3 group ductule.Q5 group ductule is located between s4 group ductule and s5 group ductule.Q6 group ductule is located at s5 group
Between ductule and s6 group ductule.
Aqueduct is connected on U-shaped canopy leg, is connected with one section of exposed pipe, the internal diameter of exposed pipe and aqueduct on the right side of aqueduct
It is identical, ring flange is connected on the right side of exposed pipe.
S group ductule and q group ductule are extended towards 31 tunneling direction of tunnel in country rock with 60~90 ° of inclination angles.
S group ductule and q group ductule are the steel floral tube 52 of one end sealing, and the other end of steel floral tube 52 is equipped with screw thread
51, the sealed end of steel floral tube 52 is in coniform, for creeping into rock mass.The surrounding of steel floral tube 52 offers through-hole, is used for pulp.
It is also connected with water guide gate valve on the right side of aqueduct, for controlling the opening and closing of water flow.
Preferably, the liftoff spacing of aqueduct is not less than 300mm.
A kind of construction method of water conductive fault comprehensive treatment parallel construction system, construction method include the following steps:
Step 1, high pressure deep hole grouting:
Step 11, drill construction technique program is determined:
After drilling tool aperture drilling, tripping in first sleeve 11 → note dual slurry sealing → pressure-bearing pass the test → drilling tool super hole cutter
After into, tripping in first sleeve 12 → note dual slurry sealing → pressure-bearing pass the test → drilling tool super hole cutter proceeds to projected depth → observation
Water, hydraulic pressure and the water temperature in the whole hole of water outlet drilling.
Step 12, it tripping in first sleeve 11 and first sleeve 12 and is fixed:
6m, tripping in first sleeve 11 are crept into using Φ 168mm drill bit, note rapid hardening expansion hole sealing agent carries out sealing, cement slurry
Ratio of mud 1:1, cement slurry and waterglass volume ratio 1:0.6.
12m, tripping in first sleeve 12 are crept into using Φ 127mm drill bit, note dual slurry carries out sealing, the cement slurry ratio of mud 1:
1, cement slurry and waterglass volume ratio 1:0.6.
Step 13, sealing inspection:
By the first sleeve 11 in step 12 and after 12 sealing of first sleeve 8 hours, first sleeve is done with high pressure slurry pump
11 and second set of pressure-bearing sealing quality examination, into first sleeve 11, water filling, aperture pressure are stablized 30 minutes up to 3Mpa, with aperture
And the not permeable leak in periphery is qualification, otherwise again slip casting sealing until qualified.Into first sleeve 12, water filling, aperture pressure reach
5Mpa stablizes 30 minutes, is qualification with the not permeable leak in aperture and periphery, otherwise again slip casting sealing until qualified.First sleeve 12
After sealing passed examination, the voltage-controlled Water gate valve of 108mm high is installed with the drill bit C of Φ 75mm and is drilled into design hole depth.
Step 2, grouting with small pipe:
Step 21, ductule is chosen:
Ductule synchronous construction when deep hole grouting drilling is constructed in tunnel 31, ductule are not less than 1.5m, and material is 1 cun of Φ
Steel floral tube 52, steel pipe exposed junction is threaded 51, surrounding should open up uniform through-hole.
Step 22, ductule is installed:
Two groups of ductules of s group ductule and q group ductule are staggeredly constructed in tunnel 31, and every group of spacing 4m can be according to scene
Actual conditions arrangement group number, general arrangement group number should cover entire construction area.A, two groups of b each 9 holes, with 60~90 ° of inclination angles
It is squeezed into country rock towards driving front.It squeezes into after country rock, slip casting can be carried out to ductule.
Step 23, aqueduct is installed:
Aqueduct is securely taken root on U-shaped canopy leg, so that the exposed 200mm of aqueduct, revealed section need welding flange, from
Ground spacing is not less than 300mm, to install control Water gate valve.Installing for aqueduct is not limited to design position, according to practical water outlet
It installs position.
Step 3, high pressure deep hole grouting and grouting with small pipe parallel construction:
While high pressure deep hole grouting, grouting with small pipe is constructed while being carried out.
According to a particular embodiment of the invention, in step 11, cement slurry and waterglass volume ratio are 1:1~1 in dual slurry:
0.6。
In step 12, the slip casting strengthening material of sealing is the water of P.O42.5 portland cement, water and 35~40 Baume degrees
Glass.
In step 12, final grouting pressure 9MPa.
According to a particular embodiment of the invention, in step 22, in grouting with small pipe, grouting pressure is not less than 6MPa.
There are two aqueducts in step 23, and distance is 800mm between two pipes.
According to a particular embodiment of the invention, the present invention is controlled according to the geology and hydrogeological parameter of Tang Jia meeting mine
The checking computations of range are managed, safe impermeable layer thickness calculation formula and 31 water-resisting floor of digging laneway are pacified as follows for the checking computations for the treatment of range
Full water pressure calculation formula is as follows for the geology and hydrogeological parameter and 31 design parameter of tunnel, exploitation of Tang Jia meeting mine:
Safe impermeable layer thickness calculation formula:
The safe impermeable layer thickness of t-, m in formula；
31 baseplate width of the tunnel L-, L=5.5m；
The average severe of γ-water-resisting floor, γ=0.025MN/m3；
KpThe average tensile strength of water-resisting floor, Kp=1.0MPa；
The head pressure that p- water-resisting floor is born, p=1.1MPa.
Calculate to obtain t=4.05m.
The safe hydraulic pressure of 31 water-resisting floor of digging laneway
In formula, the safe hydraulic pressure that p- water-resisting floor is able to bear, MPa；
T- impermeable layer thickness, t=12m；
31 width of the tunnel L-, L=5.5m；
The average severe of γ-water-resisting floor, 0.025MN/m3；
KpThe average tensile strength of water-resisting floor, Kp=1.0MPa
Calculate to obtain p=9.82MPa.
When delimiting 31 border 12m reinforcing scope of tunnel, the minimum impermeable layer thickness between 31 bottom plate of tunnel and ash difficult to understand is about
For 12m, it is much larger than safe impermeable layer thickness 4.05m；Working face Ordovician karst water pressure is up to 1.1MPa, is much smaller than safe hydraulic pressure
9.82MPa, therefore the treatment range delimited is reasonable.
Meanwhile the present invention also provides drilling construction parameter lists, it is as shown in table 1 below:
1 drilling construction parameter list of table
In short, the method that the present invention uses high pressure deep hole grouting and grouting with small pipe parallel construction, so that in high pressure deep hole
Grouting with small pipe is synchronous while slip casting carries out；The method that high pressure deep hole grouting uses three-wheel slip casting simultaneously, ductule, which uses, to be divided
The staggered construction method of group, so that water conductive fault is effectively administered.So that water conductive fault administer the tomography duration shorten, engineering
Measure that less, expense is low, accuracy rate is high.
The above description is only a preferred embodiment of the present invention, is not intended to restrict the invention, for those skilled in the art
For member, the invention may be variously modified and varied.All within the spirits and principles of the present invention, it is made it is any modification,
Equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of slip casting aperture apparatus based on high pressure deep hole grouting, which is characterized in that the slip casting aperture apparatus includes,
First sleeve, the first sleeve are arranged in the rock stratum around tunnel；For providing positioning and support；
Second casing, the outer diameter of second casing are less than the internal diameter of the first sleeve；Second casing is arranged concentrically on
In the first sleeve, injected hole is equipped in second casing；
Short tube, the short tube are connected to the left side of second casing, and the short tube is equipped with pressure gauge；
Plug, the plug are connected on the left of the short tube, and spherical cavity is equipped in the plug, is equipped in the spherical cavity
Second sluice valve.
2. a kind of slip casting aperture apparatus based on high pressure deep hole grouting as described in claim 1, which is characterized in that the first set
Pipe and second casing are circumferentially distributed multiple through-holes, flow out out of casing for slurries, form the entirety of sealing.
3. a kind of slip casting aperture apparatus based on high pressure deep hole grouting as described in claim 1, which is characterized in that described second set
The length of pipe is greater than the length of the first sleeve, and the first sleeve is concordant with the left end of second casing to be arranged；It is described
The mortar of same thickness is equipped between first sleeve and second casing, between second casing and the injected hole
Layer.
4. a kind of slip casting aperture apparatus based on high pressure deep hole grouting as described in claim 1, which is characterized in that the first set
Pipe left end is connected with first flange, and second casing left end is connected with second flange, and the right end of the short tube is connected with third
Flange；The first flange, the second flange and third flange abutting link together；The second flange is located at institute
It states between first flange and the third flange；
Preferably, the internal diameter of the short tube is identical as the internal diameter of second casing.
5. a kind of slip casting aperture apparatus based on high pressure deep hole grouting as described in claim 1, which is characterized in that outside the short tube
Wall connection is equipped with pressure-measuring pipe, is equipped with the first gate valve in the pressure-measuring pipe, the pressure-measuring pipe upper end is connected with pressure gauge；Described first
Gate valve is for being connected to the pressure gauge and the short tube.
6. a kind of slip casting aperture apparatus based on high pressure deep hole grouting as described in claim 1, which is characterized in that the injected hole
There are three groups, respectively first group of injected hole, second group of injected hole and third group injected hole；Injected hole described in each group is along construction
The surrounding in tunnel is uniformly distributed, and first group of injected hole is identical as the third group injected hole distribution mode, and with described
Two groups of distribution mode is different；
Preferably, first group of injected hole and third group injected hole and center line in roadway angle are 11~25 °, hole depth is 43~
56m；
More preferably, second group of injected hole and center line in roadway angle are 15~22 °, and hole depth is 57~62m.
7. a kind of construction method of the slip casting aperture apparatus based on high pressure deep hole grouting as described in claim 1~6 is any, special
Sign is that the construction method includes the following steps:
Step 1 determines drill construction technique program:
Drilling tool aperture drilling and tripping in first sleeve → note dual slurry sealing → pressure-bearing pass the test after → drilling tool aperture drilling simultaneously
After the second casing of tripping in → note dual slurry sealing → pressure-bearing pass the test → drilling tool super hole cutter proceeds to the water outlet of projected depth → observation
Water, hydraulic pressure and the water temperature in the whole hole of drilling；
Step 2, tripping in first sleeve and the second casing are simultaneously fixed:
It is first crept into forward using drill bit A, then tripping in first sleeve, then infuses rapid hardening expansion hole sealing agent and carry out sealing；
It is first crept into forward using drill bit B, then the second casing of tripping in, note dual slurry carries out sealing；
Step 3, sealing inspection:
After first sleeve and the second casing sealing in step 2, using high pressure slurry pump respectively to first sleeve and the second casing
Sealing quality examination is carried out, then is crept into drill bit C.
8. the construction method of the slip casting aperture apparatus based on high pressure deep hole grouting as claimed in claim 7, which is characterized in that described
In step 1, cement slurry and waterglass volume ratio are 1:1~1:0.6 in the dual slurry.
9. the construction method of the slip casting aperture apparatus based on high pressure deep hole grouting as claimed in claim 7, which is characterized in that described
In step 2, the slip casting strengthening material of sealing is the waterglass of P.O42.5 portland cement, water and 35~40 Baume degrees；
The drill bit A uses the drill bit of Φ 168mm, and the distance crept into forward is 6m；
The drill bit B uses the drill bit of Φ 127mm, and the distance crept into forward is 12m；
Cement slurry ratio of mud 1:1 in double slurries, cement slurry and waterglass volume ratio 1:0.6.
10. the construction method of the slip casting aperture apparatus based on high pressure deep hole grouting as claimed in claim 7, which is characterized in that institute
It states in step 2, final grouting pressure 9MPa.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109681240A (en) * | 2019-01-30 | 2019-04-26 | 中铁二院工程集团有限责任公司 | Tunnel-liner water pressure monitoring system osmometer mounting device and installation 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 |
| CN110424973A (en) * | 2019-07-30 | 2019-11-08 | 济南重工股份有限公司 | A kind of balancing earth-pressure shielding machine deslagging water system and its installation method |
| CN110454200A (en) * | 2019-09-06 | 2019-11-15 | 贵州桥梁建设集团有限责任公司 | A kind of double-walled grouting with small pipe device and its construction method |
| CN111894513A (en) * | 2020-08-05 | 2020-11-06 | 淮南矿业(集团)有限责任公司 | Underground layering reinforcing method for badly-closed drill hole |
| CN112195908A (en) * | 2020-10-12 | 2021-01-08 | 湖南捷和建筑工程有限公司 | Foundation drilling and grouting reinforcement method suitable for construction in narrow space |
| CN113404512A (en) * | 2021-07-05 | 2021-09-17 | 淮北市平远软岩支护工程技术有限公司 | Roadway construction method for fault fracture zone containing water |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH459900A (en) * | 1966-07-07 | 1968-07-15 | Atlas Copco Ab | Method for producing a tie rod in the ground, and device for carrying out the method |
| CN102080552A (en) * | 2010-12-14 | 2011-06-01 | 山东大学 | Underground double liquid grouting process and underground double liquid grouting machine thereof |
| CN106014201A (en) * | 2016-07-12 | 2016-10-12 | 山东大学 | Process for safely constructing release hole outside grouting curtain of tunnel |
| CN207177933U (en) * | 2016-11-23 | 2018-04-03 | 中国电建集团华东勘测设计研究院有限公司 | A kind of advanced plugging structure of high-pressure high-flow underground water |
| CN209195430U (en) * | 2018-09-30 | 2019-08-02 | 淮矿西部煤矿投资管理有限公司 | A kind of slip casting aperture apparatus based on high pressure deep hole grouting |
-
2018
- 2018-09-30 CN CN201811155700.2A patent/CN109139052B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH459900A (en) * | 1966-07-07 | 1968-07-15 | Atlas Copco Ab | Method for producing a tie rod in the ground, and device for carrying out the method |
| CN102080552A (en) * | 2010-12-14 | 2011-06-01 | 山东大学 | Underground double liquid grouting process and underground double liquid grouting machine thereof |
| CN106014201A (en) * | 2016-07-12 | 2016-10-12 | 山东大学 | Process for safely constructing release hole outside grouting curtain of tunnel |
| CN207177933U (en) * | 2016-11-23 | 2018-04-03 | 中国电建集团华东勘测设计研究院有限公司 | A kind of advanced plugging structure of high-pressure high-flow underground water |
| CN209195430U (en) * | 2018-09-30 | 2019-08-02 | 淮矿西部煤矿投资管理有限公司 | A kind of slip casting aperture apparatus based on high pressure deep hole grouting |
Cited By (8)
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|---|---|---|---|---|
| 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 |
| CN109681240A (en) * | 2019-01-30 | 2019-04-26 | 中铁二院工程集团有限责任公司 | Tunnel-liner water pressure monitoring system osmometer mounting device and installation method |
| CN109681240B (en) * | 2019-01-30 | 2024-03-12 | 中铁二院工程集团有限责任公司 | Device and method for installing osmometer of tunnel lining water pressure monitoring system |
| CN110424973A (en) * | 2019-07-30 | 2019-11-08 | 济南重工股份有限公司 | A kind of balancing earth-pressure shielding machine deslagging water system and its installation method |
| CN110454200A (en) * | 2019-09-06 | 2019-11-15 | 贵州桥梁建设集团有限责任公司 | A kind of double-walled grouting with small pipe device and its construction method |
| CN111894513A (en) * | 2020-08-05 | 2020-11-06 | 淮南矿业(集团)有限责任公司 | Underground layering reinforcing method for badly-closed drill hole |
| CN112195908A (en) * | 2020-10-12 | 2021-01-08 | 湖南捷和建筑工程有限公司 | Foundation drilling and grouting reinforcement method suitable for construction in narrow space |
| CN113404512A (en) * | 2021-07-05 | 2021-09-17 | 淮北市平远软岩支护工程技术有限公司 | Roadway construction method for fault fracture zone containing water |
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