CN107246267A - Mine Shaft Lining, constructing device and method in a kind of poor strata - Google Patents
Mine Shaft Lining, constructing device and method in a kind of poor strata Download PDFInfo
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- CN107246267A CN107246267A CN201710611082.7A CN201710611082A CN107246267A CN 107246267 A CN107246267 A CN 107246267A CN 201710611082 A CN201710611082 A CN 201710611082A CN 107246267 A CN107246267 A CN 107246267A
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- 238000000034 method Methods 0.000 title claims description 11
- 239000007921 spray Substances 0.000 claims abstract description 176
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 142
- 238000007569 slipcasting Methods 0.000 claims abstract description 93
- 238000010276 construction Methods 0.000 claims abstract description 63
- 230000008685 targeting Effects 0.000 claims abstract description 41
- 239000011435 rock Substances 0.000 claims abstract description 38
- 239000002699 waste material Substances 0.000 claims abstract description 31
- 230000000694 effects Effects 0.000 claims abstract description 9
- 238000009412 basement excavation Methods 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims description 105
- 239000004568 cement Substances 0.000 claims description 53
- 238000002347 injection Methods 0.000 claims description 50
- 239000007924 injection Substances 0.000 claims description 50
- 239000004567 concrete Substances 0.000 claims description 38
- 239000011083 cement mortar Substances 0.000 claims description 37
- 238000013461 design Methods 0.000 claims description 32
- 239000011440 grout Substances 0.000 claims description 20
- 239000002002 slurry Substances 0.000 claims description 20
- 238000012360 testing method Methods 0.000 claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 238000002156 mixing Methods 0.000 claims description 15
- 235000019353 potassium silicate Nutrition 0.000 claims description 15
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 15
- 239000002689 soil Substances 0.000 claims description 15
- 210000003205 muscle Anatomy 0.000 claims description 14
- 239000004927 clay Substances 0.000 claims description 11
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 230000035699 permeability Effects 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 8
- 241000406668 Loxodonta cyclotis Species 0.000 claims description 7
- 238000003756 stirring Methods 0.000 claims description 7
- 238000011161 development Methods 0.000 claims description 4
- 238000005516 engineering process Methods 0.000 claims description 4
- 239000007789 gas Substances 0.000 claims description 4
- 238000007689 inspection Methods 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 4
- 238000009792 diffusion process Methods 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 3
- 230000002706 hydrostatic effect Effects 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 3
- 238000011105 stabilization Methods 0.000 claims description 3
- 206010017076 Fracture Diseases 0.000 claims 1
- 238000007596 consolidation process Methods 0.000 claims 1
- 230000002708 enhancing effect Effects 0.000 abstract description 5
- 238000005065 mining Methods 0.000 abstract description 5
- 238000004519 manufacturing process Methods 0.000 abstract description 4
- 238000007710 freezing Methods 0.000 description 8
- 230000008014 freezing Effects 0.000 description 8
- 230000007547 defect Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- GSEJCLTVZPLZKY-UHFFFAOYSA-N Triethanolamine Chemical compound OCCN(CCO)CCO GSEJCLTVZPLZKY-UHFFFAOYSA-N 0.000 description 4
- 150000003839 salts Chemical class 0.000 description 4
- 230000018109 developmental process Effects 0.000 description 3
- 239000004744 fabric Substances 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000005057 refrigeration Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000003381 stabilizer Substances 0.000 description 2
- 239000005995 Aluminium silicate Substances 0.000 description 1
- 241000537371 Fraxinus caroliniana Species 0.000 description 1
- 235000010891 Ptelea trifoliata Nutrition 0.000 description 1
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- -1 Shaft Excavation Substances 0.000 description 1
- 235000012211 aluminium silicate Nutrition 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000002734 clay mineral Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 210000003238 esophagus Anatomy 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000007665 sagging Methods 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Mechanical Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Wood Science & Technology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A kind of Mine Shaft Lining in poor strata belongs to mine vertical shaft construction.It is included in the pit shaft set in poor strata, feature is that vertical top preliminary shaft section sets high spray curtain pile shaft wall structure, rock section to set positioning targeting slip casting section shaft wall structure and the borehole wall, shaft wall structure is concentric up and down, same to footpath, closely links into an integrated entity, escorts the borehole wall；The high spray curtain pile shaft wall structure of preliminary shaft section is using wellbore centre as the center of circle, along annular height spray curtain wall of the waste radial line 0.6m peripheries of pit shaft at least provided with three circle head and the tail closings, positioning targeting slip casting shaft wall structure, slip casting section is targetted at least provided with 8 positioning perpendicular to the ground along outside the waste radial line circumference 2m of pit shaft, both escort the borehole wall.Advantage be it is novel, it is simple in construction, it is reliable and stable；Height spray curtain wall and positioning targeting slip casting section escort the borehole wall, enhancing bearing capacity and non-deformability, and water plugging effect is good；Construction is quick, convenient, realizes pit shaft speed excavation and masonry, saves expense, it is ensured that mining production is safe and smooth to be carried out.
Description
Technical field：
The invention belongs to the Mine Shaft Lining and construction method of mine vertical shaft construction, more particularly to poor strata.
Background technology
Underground mining, vertical is important lifting, ventilation, transport, draining and the personal security passage for contacting underground and earth's surface,
Pit shaft is joined directly together with earth's surface, is directly born pit shaft and is lifted the whole load of facility, for that purpose it is necessary to ensure that shaft of vertical well structure has
There are enough bearing capacity and non-deformability.Shaft of vertical well is from top to bottom：Preliminary shaft, well bore and the part of shaft bottom three.As the whole world is adopted
Mining industry is developed rapidly, and the ratio shared by underground mining is increasing, and vertical is increasingly deeper, the stratum that passes through becomes increasingly complex.
Poor strata at vertical is shown as, the aqueous backfill topsoil of preliminary shaft Duan Weihou, and well bore section is rich in water layer.Preliminary shaft structure
The pit shaft built is enclosed including the circular borehole wall, borehole wall periphery is thick backfill topsoil.Backfill topsoil and constitute complexity, table soil is glutinous
Soil layer mixes layer for clay with rubble, ore, and the soil body is in fluffy, and irregular, uneven, compactness is low, is distributed large number of orifices
Gap, low intensity, low bearing capacity, water penetration are strong, aqueous with having stronger mobility under press water or the effect of power water, easily
Cause the disaster such as pit shaft water burst and the differential settlement on earth's surface well head basis to occur, damage pit shaft facility, or casualties, seriously
Influence production is smoothed out.Well bore rock section is in bad water-bearing layer for severely-weathered layer, middle weathered layer and water-enriched layer, wherein, by force
Weathered layer and middle weathered layer belong to aquitard, and cranny development degree has differences, and bottom is strong aquifer.Bad water-bearing layer is former
Rock composition based on tufaceous, by it is severely-weathered effect it is changeable turn to the clay minerals such as kaolin, in loose earthy or in relic shape,
See air or meet water and then disintegrate in fluffy, crack is permeable, and water yield is big, and pit shaft can not descend pick, supporting.
The conventional method of disposal of thick aqueous backfill topsoil is soil replacement method or freezing, well bore base where present shaft collar
Conventional method of the rock section in bad water-bearing layer is freezing or shaft face slip casting method.Soil replacement method ruggedized construction, first entirely
Thick aqueous backfill topsoil is excavated in portion, pours shaft wall structure, then back-filling in layers homogeneous soil again, and existing defects are：Earth's surface is excavated
Area is big, is restricted by existing building around, it is difficult to carry out large area excavation；Back-filling in layers homogeneous soil is long in time limit, and cost is high.
Freezing ruggedized construction, then be to bore a circle or two circle freezing holes to rock stratum or wellbore bottom 10m~20m is stablized from earth's surface, freezing
Complete opening, which is set, in knot hole freezes steel pipe, refrigeration station is arranged in earth's surface, by freezing steel pipe by refrigerating fluid circulation conveying to freezing hole
Bottom, so as to reach freezing shaft whole body country rock, reaches that water-impervious reinforces the purpose of country rock, existing defects are：Refrigeration system is equipped
Long in time limit, cost is high, power consumption is big.Shaft face slip casting method, be shaft face block close to bad water-bearing layer when, stop pick
Enter, stay 10m or so to stop magmatic rock and emit or casting concrete grout cover, drilling is arranged in shaft face, face slip casting is operated,
Existing defects are that this method grouting pump power is small, and slip casting ability is small, and injecting paste material consumption is more, it is difficult to block in crack passage
After water, Shaft Excavation, water yield is still very big, and crack water burst drives wall damage, causes disaster.Practice have shown that above-mentioned three kinds of sides
Method all has that long in time limit, cost is high, has a strong impact on the defect of production.Seek more rational well shaft wall structure extremely urgent.
The content of the invention
In order to overcome the defect of prior art, it is an object of the invention to provide the Mine Shaft Lining in a kind of poor strata
And construction method, this is simple in construction, stably, reliably, construction it is quick, can guarantee that the stability of shaft of vertical well.
A kind of Mine Shaft Lining in poor strata, is included in the pit shaft set in poor strata, is characterized in：It is vertical
High spray curtain pile shaft wall structure, the positioning targeting slip casting shaft wall structure of rock section setting and well that the preliminary shaft section on well top is set
Wall, the borehole wall is concentric up and down, same to footpath, closely links into an integrated entity；The described high spray curtain pile shaft wall structure of shaft collar section, pit shaft
Rock stratum is excavated in waste radial line, the borehole wall is poured between the net radial line of pit shaft and the waste radial line of pit shaft, using wellbore centre as the center of circle, along pit shaft
Waste radial line 0.6m peripheries are at least provided with the three annular height spray curtain walls for enclosing head and the tail closing, and two enclose between high spray curtain walls apart
1.2~2m, 800~1000mm of thickness of height spray curtain wall, depth are more than the thickness of thick aqueous backfill topsoil, to escort well
The cervical part of esophagus borehole wall, enhancing bearing capacity, non-deformability and waterproof ability；The bad water-bearing layer positioning targeting slip casting of described rock section is stood
Well shaft wall structure, is included in around pit shaft and sets positioning targeting inlet well, orifice tube and slip casting section, described positioning targeting note
Slurry drilling, is evenly arranged and perpendicular to the ground, full well is at least set in pairs by the center of circle of wellbore centre along outside the waste radial line circumference 2m of pit shaft
Put 8 positioning targeting inlet wells；Described orifice tube is arranged in positioning targeting inlet well, and cement mortar hydraulic pressure is noted by targeting
In slurry drilling injection, the bad water-bearing layer for extending to drilling 5~10m of surrounding bedrock fracture developments, slip casting section is frozen into, layering is set
Put in the bad water-bearing layer residing for rock section, to cram crack, reinforce country rock, escort the rock section borehole wall, strengthen resistance to deformation energy
Power and waterproof ability；The described borehole wall is made up of inner and outer wall, and outer wall is the armored concrete thick not less than 300mm, inwall
For the armored concrete thick not less than 600mm.
Further improve, the described high high spray curtain pile for spraying curtain wall on same circle is connected and composed, described high spray
Curtain pile is, by cement mortar spray to default high spray drilling, to be frozen into cylindric pile body using three pipe High-pressure Spiral Spray Technologies,
Pile body and pile body with circle overlapped connect into the high spray curtain wall of an annular.
Further to improve, described high spray drilling, is to use first vertically down to be drilled to from ground with rig, depth is more than thickness
Aqueous backfill thickness of surface soil, bore diameter is not less than 130mm；Described cement mortar spray enters high spray and drills and expand to periphery
Fill, expanded diameter is 800mm~1000mm, there is the overlapping bonding pad not less than 100mm between stake and stake.
Further improve, described coring drilling is two, is symmetrical arranged in Gao Pen curtain walls area, using first using rig
Vertically down it is drilled to from ground, depth is more than high spray curtain pile depth 5m, bore diameter 91mm, is judged according to the core of taking-up
Height spray quality.
Further improve, described injection pressure water hole at least one, set in the net radial line of pit shaft, using first using rig from ground
Face is vertically down drilled to, and depth is more than high spray curtain pile depth 5m, bore diameter 168mm, and pressure injection water test, inspection are carried out to drilling
Look into high spray curtain wall water plugging effect.
Further improve, described positioning targeting inlet well, down vertically it is drilled to from ground with rig after utilizing, it is deep
Degree should pass through bad water-bearing layer lower end 10m thickness, and bore diameter is not less than 250mm.
Further improve, described orifice tube uses reducing structure type, wherein 0~10m of vertical depth sections, tubing specification is
φ219×6mm；10~30m sections of vertical depth, tubing specification is 159 × 5mm of φ.
Further improve, the injecting paste material of described slip casting section is according to rock crusher degree, the fractured situation on stratum
And water consumption selection clay cement grout/superfine cement slurry；Grouting pressure is 2.5~4 times of place height and position hydrostatic pressure；
High 30m~the 50m of section, depending on exposure strata condition.
Further improve, the grey weight of described clay cement grout water is 1.2~1.5 than span, superfine cement slurry
Water ash weight is 0.8~1.0 than span；Described superfine cement slurry prepared by cement plus water, salt, triethanolamine and
Into triethanolamine addition is the 0.5 ‰ of cement weight, and salt addition is the 5 ‰ of cement weight.
Further improve, described cement is normal silicate PO42.5；Waterglass is 28~40Be；Clay contains
Sand amount is less than 5%.
Further improve, described injecting paste material by 8 positioning target inlet wells the bad water-bearing layer of rock section to
5~10m of waste footpath external diffusion, blocks crack, reinforces country rock.
Further improve, described outer wall concrete thickness is not less than 300mm, label, which is not less than in C30, concrete, to be arranged
Double steel bar, principal rod diameter is not less than 20mm, is arranged along pit shaft periphery, spacing 300mm；Branch's muscle diameter is not less than 20mm,
Arranged along wellbore centre line direction, spacing 300mm.
Further improve, described internal-wall concrete is not less than 600mm for thickness, and label is not less than cloth in C30, concrete
Individual layer reinforcing bar is put, principal rod diameter is not less than 20mm, is arranged along pit shaft periphery, spacing 300mm；Branch's muscle diameter is not less than
20mm, is arranged, spacing 300mm along wellbore centre line direction.
A kind of shaft lining structural construction device of the high spray curtain pile of shaft collar section is also provided, is characterized in that the device includes water
Mud tank, water tank, one-level agitator, two grades of agitators, operating desk, high-pressure injection pump, high-pressure hydraulic pump, air compressor machine, first with rig and
High spray booth car is constituted, and is located at nearby above near wellbore or pit shaft；Described cementing tank, water tank are respectively by cement elephant trunk, water pipe
It is connected with one-level agitator, one-level agitator is connected with two grades of agitators by mud tube, two grades of agitators and high-pressure slip casting
Pump is connected by cement mortar pipe, and high-pressure grouting pump, high-pressure hydraulic pump, air compressor machine are respectively by slip casting high-voltage tube, high-pressure water pipe, high pressure
Airduct is connected with high spray booth car；Described cementing tank, water tank, one-level agitator, two grades of agitators, high-pressure injection pump, water under high pressures
Pump, air compressor machine, rig, high spray booth car are electrically connected by control cable and operating desk.
Also provide a kind of rock section bad water-bearing layer positioning targeting slip casting Mine Shaft Lining constructing device, be characterized in bag
Include magma pond, reserve pit, clear water reserviors, waterglass pond and the cementing tank being arranged in pairs, slush pump, one-level agitator tank, two grades of stirrings
Tank, high-pressure injection pump and after use rig, near wellbore is located at nearby；Magma pond and reserve pit pipeline are direct；One-level agitator tank enters
Material mouth is connected by pipeline with cementing tank, is connected reserve pit by pipeline, slush pump, is connected by pipeline with clear water reserviors, is incorporated in right amount
Cement, mud and clear water；Two grades of agitator tank charging apertures are connected with one-level agitator tank discharge opening pipeline, are connected by pipeline and waterglass pond
Connect, the cement mortar of one-level agitator tank adds waterglass, continue to stir in two grades of agitator tanks, two grades of agitator tank discharging openings and height
Pressure injection stock pump, positioning targeting note drill pipe are connected, and high-pressure injection pump is by cement mortar high pressure injection hole.
A kind of Mine Shaft Lining construction method in poor strata, was divided to for two phases carried out：
The high spray curtain pile shaft wall structure of first stage construction shaft collar section, construction method is carried out as follows：
1st, shaft collar section construction line demarcation
(1) wellbore centre point, is calibrated in earth's surface according to design coordinate, it is only straight according to the pit shaft of wellbore centre point and design
Footpath and lining thickness calibrate the net radial line of pit shaft and waste radial line；
(2), the high spray curtain pile drilling of 0.6m arrangements first lap arrangement outside the waste radial line of pit shaft, spacing is little between two drillings
In 0.9m；
(3) the height spray curtain pile drilling of the second circle, is arranged again outside first lap height spray curtain pile, spacing is little between two drillings
In 0.9m, the circle remote of the second circle and first lap is not more than 1.2m；
(4) the high spray curtain pile drilling of the 3rd circle, is arranged again outside the high spray curtain pile of the second circle, spacing is little between two drillings
In 0.9m, the circle remote of the 3rd circle and the second circle is not more than 1.2m；
The 2nd, constructing device is set by cementing tank, water tank, one-level agitator, two grades of agitators, high-pressure injection pump, water under high pressures
Pump, air compressor machine, slip casting high-voltage tube, high-pressure water pipe, high-pressure air hose, first with rig, high spray booth car and operating desk pit shaft is located at nearby
Nearby or above pit shaft, and relevant device is attached successively；
3rd, construction first lap height spray curtain pile boring drill interval drilling, every the hole of a hole drill one, depth is more than thick aqueous
Thickness of surface soil is backfilled, bore diameter is not less than 130mm, and hole position deviation is not more than 2cm, and hole deviation rate is not more than 1%；
4th, high-pressure rotary-spray first lap height spray curtain wall is every hole spray
(1), design proportion is pressed in slurrying, releases quantitative cement in cementing tank by cement elephant trunk, by water pipe from water
Quantitative water is released in case and is sent to the one-level agitator with homogenizer, mixing time is not less than after 30s, by what is prepared
Cement grout is put into mixing slowly in two grades of mixing drums of machine by cement mortar pipe, is slowly stirred；
(2), the cement grout in two grades of mixing drums of high-pressure delivery is communicated to high-pressure injection pump by cement mortar pipe, using height
Cement grout in two grades of mixing drums is transported to the drilling rod of high spray booth car by pressure injection stock pump by high-pressure slip-casting pipe, using water under high pressure
Water is transported to the drilling rod of high spray booth car by pump by high-pressure water pipe, and air is transported into high spray by high-pressure air hose using air compressor machine
The drilling rod of chassis；
(3) high pressure jetting is by paramount spray drilling hole bottom under the drilling rod of high spray booth car, and operating desk is by controlling cable connection extremely
High-pressure grouting pump, high-pressure hydraulic pump and air compressor machine；Start-up operation platform, sends into satisfactory slurry, gas and water, the ratio of cement mortar
Again not less than 1.5, pressure be that 0.2~1.0Mpa, water-carrying capacity are 55~70L/min, the pressure of water under high pressure is 34~38Mpa, stream
Measure as 60~80L/min, the pressure of compressed air is that 0.6~0.8Mpa, flow are 0.8~1.2m3/ min, treats that cement grout emits
When going out aperture, drilling rod is lifted from bottom to top by the hoisting way and lifting speed of design, until whole spray elevation of the lifting to design
Stop-spraying, cement grout is frozen into cylindrical concrete stake；Then carry out spray to the drilling between two again to build, form stake stake part weight
The folded high spray curtain wall being connected；
5th, by the high spray curtain pile drilling of the circle of step 3 construction the 3rd；
6th, by the high spray curtain wall of the circle of step 4 high-pressure rotary-spray the 3rd；
7th, by the high spray curtain pile drilling of the circle of step 3 construction second；
8th, high spray curtain wall is enclosed by step 4 high-pressure rotary-spray second；
9th, high spray quality inspection
The wellbore centre symmetric position in high spray curtain wall reinforcing scope between first lap and the 3rd circle is randomly choosed
Two positions, construction coring drilling, using being first down drilled to from ground with rig, depth should be greater than high spray curtain pile depth 5m,
Bore diameter 91mm, high spray quality is judged according to the core of taking-up；Construction is finished, the boring cement mortar complete opening envelope of two corings
It is stifled；
10th, pressure injection water test
A position is randomly choosed in the net radial line of pit shaft as pressure injection water hole, using first using rig from ground drill down
Into depth is more than high spray curtain pile depth 5m, bore diameter 168mm, and pressure injection water test is carried out to drilling, checks high spray curtain wall
Water plugging effect；After pressure injection water test is finished, the pressure injection water hole cement mortar complete opening that construction is finished is blocked；
11st, high spray curtain pile borehole wall constructing device is removed, first stage construction terminates.
Second stage construction positioning targeting slip casting Mine Shaft Lining method, is carried out according to the following steps
12nd, calibrating and positioning targeting slip casting Mine Shaft Lining construction line calibrates wellbore centre according to design coordinate in earth's surface
Point, the net radial line of pit shaft and waste radial line are calibrated according to the pit shaft net diameter and lining thickness of wellbore centre point and design；Along pit shaft
The outer 2m circumference of waste radial line at least symmetrically and evenly arranges 8 positioning targeting note drilling perpendicular to the ground, and bore diameter is not less than
250mm, depth should pass through bad water-bearing layer thickness lower end 10m, and serial number is 1#, 2#, 3#, 4#, 5#, 6#, 7#, 8#, by 8
Individual hole is divided into two groups, and first group is 1#, 3#, 5#, 7#, and second group is 2#, 4#, 6#, 8#；First construct first group of drilling, according to field
Ground size, while 2/4 drilling of construction；
13rd, set slip casting station that slip casting station is set nearby in the appropriate nearby location in ground, two sets of filling systems, including two are set altogether
Individual cementing tank, magma pond, reserve pit, clear water reserviors, waterglass pond, two slush pumps, two one-levels are stirred
Mix tank, two two grades of level agitator tanks, two grouting pumps；
14th, rigging up is put down by design requirement progress field, I-shaped steel bottom plate is installed above the hole position of demarcation, on chassis
Rigging up and boring tower；
15th, drill and set orifice tube and 40.5m is drilled down into using φ 250mm drill bits, in the interior lower long 10m of setting of drilling, directly
Footpath 219 × 6mm of φ and long 30m, 159 × 5mm of diameter phi reducing structure orifice tube, the grey weight ratio of water is injected into orifice tube
For 0.6:1 cement mortar, untill slurry is returned in aperture；Conserved through 24 hours, sweep mouth to original depth and carry out packer permeability test, check
Quality is consolidated, drainage is such as found, grouting reinforcement should be carried out again；
16th, stop grouting plug is set to be drilled down into using φ 133mm compact bit centreless to the first slip casting section, in aperture pipeline section
KWS type stop grouting plugs are set；
17th, packer permeability test water filling into drilling by drilling rod, carries out packer permeability test, meets after design standard, can carry out
High-pressure slip-casting；
18th, high-pressure slip-casting prepares cement clay slurries by design proportion, by drilling rod to drilling inner high voltage slip casting, reaches note
Slurry setting pressure, stabilization time 20min, reaches or close to after design grouting amount, this section of slip casting terminates；
19th, mouth is swept, 15,16,17,18 steps is repeated and enters next slip casting section construction, KWS type stop grouting plugs are arranged on slip casting
In section upper stabilizer rock stratum；
20th, slip casting section pit shaft gradually excavation section by section pit shaft from top to bottom in the range of the waste radial line that pit shaft is designed is excavated, often
Secondary cutting depth is not more than 4m；
21st, pour slip casting section pit shaft outer wall armored concrete and gradually pour pit shaft outer wall reinforcing bar outer wall from top to bottom, until
Slip casting section bottom；Concrete thickness is not less than 300mm, and label is not less than arrangement double steel bar in C30, concrete, and principal rod is straight
Footpath is not less than 20mm, is arranged along pit shaft periphery, spacing 300mm；Branch's muscle diameter is not less than 20mm, along wellbore centre line direction cloth
Put, spacing 300mm.
22nd, slip casting section shaft in wall armored concrete is poured from slip casting section bottom continuous placing shaft in wall steel from bottom to top
Reinforced concrete, until well head earth's surface；Concrete thickness is not less than 300 mm, and label is not less than arrangement clad steel in C30, concrete
Muscle, principal rod diameter is not less than 20mm, is arranged along pit shaft periphery, spacing 300mm；Branch's muscle diameter is not less than 20mm, along pit shaft
Centerline direction arrangement, spacing 300mm；
23rd, Demolition Construction device, second stage construction terminates.
Compared with prior art, advantage be it is novel, it is simple in construction, it is reliable and stable, using height spray curtain wall and positioning
The borehole wall, enhancing bearing capacity and non-deformability are escorted in targeting slip casting, and water plugging effect is good；Construction is quick, convenient, can realize pit shaft
Speed excavation and masonry, saves expense, it is ensured that mining production is safe and smooth to be carried out.
Brief description of the drawings
Below against accompanying drawing, the invention will be further described.
Fig. 1 is the Mine Shaft Lining floor map in poor strata.
Fig. 2 is the Mine Shaft Lining diagrammatic cross-section in poor strata.
The shaft wall structure schematic diagram of the high spray curtain wall of Fig. 3 shaft collars section.
Fig. 4 is high spray curtain wall shaft collar structure A-A sectional schematic diagrams.
Fig. 5 height spray drilling arrangement schematic diagrames.
The high spray curtain wall borehole wall of Fig. 6 shaft collars section applies constructing device configuration schematic diagram.
The bad water-bearing layer positioning targeting slip casting Mine Shaft Lining floor map of Fig. 7 rock sections.
Fig. 8 is Fig. 5 B-B shaft wall structure diagrammatic cross-sections.
Fig. 9 is Fig. 5 orifice tube structural profile schematic diagram.
Figure 10 is Fig. 5 constructing device structural representation.
In figure：1st, the waste radial line 4 of the net radial line 3 of shaft of vertical well 1.1, wellbore centre line 2, pit shaft, pit shaft, outer wall 5, interior
Wall 6, backfill topsoil 7, the high high spray curtain of the circle of spray curtain pile drilling 9, second of circle of first lap height spray curtain pile drilling the 8, the 3rd
Curtain stake drilling 10, the high high spray curtain wall 13 of spray curtain wall 12, second circle of the first lap height spray circle of curtain wall the 11, the 3rd, coring
Drilling 14, injection pressure water hole 15, cementing tank 16, cement elephant trunk 17, water tank 18, water pipe 19, one-level agitator 20, mud tube
21st, two grades of agitators 22, cement mortar pipe 23, operating desk 24, control cable 25, high-pressure injection pump 26, high-pressure hydraulic pump 27,
Air compressor machine 28, slip casting high-voltage tube 29, high-pressure water pipe 30, high-pressure air hose 31, first use rig 32, high spray booth car 33, slip casting
Drilling 34, orifice tube 35, cement mortar 36, slip casting section 37, stop grouting plug 38, drilling rod 39, magma pond 40, reserve pit 41,
Slush pump 42, clear water reserviors 43, one-level agitator tank 44, waterglass pond 45, two grades of agitator tanks 46, high-pressure injection pumps 47, contain
Water stratum 48, after use rig
Embodiment
A kind of Mine Shaft Lining it can be seen from Fig. 1, Fig. 2, Fig. 5, Fig. 6, Fig. 9 in poor strata, is included in not
The pit shaft set in good stratum, the height that the preliminary shaft section on vertical top is set sprays the positioning that curtain pile shaft wall structure, rock section are set
Slip casting shaft wall structure and the borehole wall are targetted, the borehole wall is concentric up and down, same to footpath, closely links into an integrated entity；The described high spray of shaft collar section
Rock stratum is excavated in curtain pile shaft wall structure, the waste radial line 3 of pit shaft, the borehole wall is poured between the net radial line 2 of pit shaft and the waste radial line of pit shaft,
(do not marked in figure) for the center of circle with wellbore centre 1.1, along circle of the waste radial line 0.6m peripheries of pit shaft at least provided with three circle head and the tail closings
At a distance of 1.5m between annular high spray curtain wall 10,11,12, the high spray curtain wall of two circles, the thickness 850mm of height spray curtain wall is deep
Degree is more than the thickness of thick aqueous backfill topsoil, to escort the preliminary shaft section borehole wall, enhancing bearing capacity, non-deformability and waterproof energy
Power；The bad water-bearing layer positioning targeting slip casting Mine Shaft Lining of described rock section, sets positioning targeting slip casting around pit shaft
Drilling 33, orifice tube 34 and slip casting section 36, positioning targeting inlet well, by the center of circle of wellbore centre along the waste radial line circumference 2m of pit shaft
It is evenly arranged in pairs outside and perpendicular to the ground, full well is at least provided with 8 positioning targeting inlet wells；Described orifice tube is arranged on fixed
In position targeting inlet well, cement mortar hydraulic pressure is injected by targeting inlet well, extends to the development of drilling surrounding bedrock fracture not
In good water-bearing layer, slip casting section is frozen into, is stratified and set in the bad water-bearing layer residing for rock section, to cram crack, reinforcing is enclosed
Rock, escorts the rock section borehole wall, enhancing non-deformability and waterproof ability；The described borehole wall is made up of inwall 5 and outer wall 4, outer wall
For the thick armored concrete of 350mm, inwall is the thick armored concrete of 700mm.
High spray curtain pile of the described high spray curtain wall 10,11,12 on same circle it can be seen from Fig. 1, Fig. 2, Fig. 3
Connect and compose, described high spray curtain pile is that cement mortar spray is drilled to default high spray using three pipe High-pressure Spiral Spray Technologies
It is interior, cylindric pile body is frozen into, the pile body and pile body of same circle are overlapped to connect into an annular height spray curtain wall.
Described high spray drilling 7,8,9 is using first vertical down from ground with rig 31 it can be seen from Fig. 1, Fig. 2, Fig. 3
It is drilled to, depth is more than thick aqueous backfill thickness of surface soil, bore diameter 150mm；Cement mortar spray enters high spray drilling and to periphery
Expand, expanded diameter is 850mm, the overlapping bonding pad for having 120mm between stake and stake.
Described coring drilling 13 is two it can be seen from Fig. 1, Fig. 2, Fig. 3, is symmetrically set in Gao Pen curtain walls area
Put, using being first vertically down drilled to from ground with rig 31, depth is more than high spray curtain pile depth 5m, bore diameter 91mm, root
Judge high spray quality according to the core of taking-up.
The described injection pressure water hole 14 it can be seen from Fig. 1, Fig. 2, Fig. 3, is set in the net radial line of pit shaft, using first with brill
Machine 31 is vertically down drilled to from ground, and depth is more than high spray curtain pile depth 5m, bore diameter 168mm, and pressure injection is carried out to drilling
Water test, checks high spray curtain wall water plugging effect.
The positioning targeting inlet well 33 it can be seen from Fig. 6, Fig. 7, Fig. 9, is from ground toward sagging after utilizing with rig 48
Directly it is drilled to, depth should pass through bad water-bearing layer lower end 10m thickness, bore diameter top 350mm, lower diameter 145mm.
Described orifice tube 34 uses reducing structure type, wherein 0~10m of vertical depth it can be seen from Fig. 6, Fig. 7, Fig. 9
Section, tubing specification is 219 × 6mm of φ；10~30m sections of vertical depth, tubing specification is 159 × 5mm of φ.
The injecting paste material of described slip casting section is according to the rock crusher on stratum it can be seen from Fig. 1 Fig. 2 Fig. 5 Fig. 6 Fig. 9
Degree, fractured situation and water consumption selection clay cement grout/superfine cement slurry；Grouting pressure is place height and position
3 times of hydrostatic pressure；The high 45m of section, depending on exposure strata condition.
The grey weight of clay cement grout water used is than span for 1.35, and superfine cement pulp-water ash weight is than value model
Enclose for 0.9；Described superfine cement slurry is formulated by cement plus water, salt, triethanolamine, and triethanolamine addition is cement
The 0.5 ‰ of weight, salt addition is the 5 ‰ of cement weight.
The cement used is normal silicate PO42.5；Waterglass is 28~40Be；The sand content of clay is less than 5%.
Injecting paste material targets inlet wells 33 by 8 positioning and contained rock section is bad it can be seen from Fig. 5, Fig. 6, Fig. 9
Water layer crams crack to waste footpath external diffusion 8m, reinforces country rock.
Arrangement clad steel in the outer wall concrete thickness 350mm it can be seen from Fig. 2, Fig. 6, Fig. 9, label C30, concrete
Muscle, principal rod diameter 25mm is arranged, spacing 300mm along pit shaft periphery；Branch muscle diameter 22mm, along wellbore centre line direction cloth
Put, spacing 300mm.
Arrangement individual layer in internal-wall concrete thickness 700mm it can be seen from Fig. 2, Fig. 6, Fig. 9, label C30, concrete
Reinforcing bar, principal rod diameter 25mm is arranged, spacing 300mm along pit shaft periphery；Branch muscle diameter 22mm, along wellbore centre line direction
Arrangement, spacing 300mm.
As seen from Figure 4, a kind of shaft lining structural construction device of the high spray curtain pile of shaft collar section, including cementing tank
15th, water tank 17, one-level agitator 19, two grades of agitators 21, operating desk 23, high-pressure injection pump 25, high-pressure hydraulic pump 26, air compressor machines
27th, first constituted, be located at nearby above near wellbore or pit shaft with rig and 31 high spray booth cars 32；Described cementing tank, water tank point
It is not connected by cement elephant trunk 16, water pipe 18 and one-level agitator, one-level agitator is connected with two grades of agitators by mud tube 20, two
Level agitator be connected with high-pressure grouting pump by cement mortar pipe 22, high-pressure grouting pump, high-pressure hydraulic pump, air compressor machine respectively by
Slip casting high-voltage tube 28, high-pressure water pipe 29, high-pressure air hose 30 are connected with high spray booth car；Described cementing tank, water tank, one-level stirring
Bucket, two grades of agitators, high-pressure injection pump, high-pressure hydraulic pump, air compressor machine, rig, high spray booth cars are by control cable 24 and operating desk electricity
Gas is connected.
As seen from Figure 8, the bad water-bearing layer positioning targeting slip casting Mine Shaft Lining constructing device of a kind of rock section, its
Feature be include magma pond 39, reserve pit 40, clear water reserviors 42, waterglass pond 44 and the cementing tank 15 being arranged in pairs, slush pump 41,
One-level agitator tank 43, two grades of agitator tanks 45, high-pressure injection pumps 46, are located near wellbore nearby；Magma pond and reserve pit pipeline are straight
Connect；One-level agitator tank charging aperture is connected by pipeline with cementing tank, reserve pit is connected by pipeline, slush pump, by pipeline and clear water reserviors
Connection, is incorporated appropriate cement, mud and clear water；Two grades of agitator tank charging apertures are connected with one-level agitator tank discharge opening pipeline, by
Pipeline is connected with waterglass pond, and the cement mortar of one-level agitator tank adds waterglass, continues to stir in two grades of agitator tanks, two grades
Agitator tank discharging opening is connected with high-pressure injection pump, positioning targeting note drill pipe, and high-pressure injection pump injects cement mortar high pressure
In drilling.
A kind of Mine Shaft Lining construction method in poor strata, was divided to for two phases carried out：
The high spray curtain pile shaft wall structure of first stage construction shaft collar section, construction method is carried out as follows：
1st, shaft collar section construction line demarcation
(1) wellbore centre point, is calibrated in earth's surface according to design coordinate, it is only straight according to the pit shaft of wellbore centre point and design
Footpath and lining thickness calibrate the net radial line of pit shaft and waste radial line；
(2), the high spray curtain pile drilling of 0.6m arrangements first lap arrangement outside the waste radial line of pit shaft, spacing is little between two drillings
In 0.9m；
(3) the height spray curtain pile drilling of the second circle, is arranged again outside first lap height spray curtain pile, spacing is little between two drillings
In 0.9m, the circle remote of the second circle and first lap is not more than 1.2m；
(4) the high spray curtain pile drilling of the 3rd circle, is arranged again outside the high spray curtain pile of the second circle, spacing is little between two drillings
In 0.9m, the circle remote of the 3rd circle and the second circle is not more than 1.2m；
The 2nd, constructing device is set by cementing tank, water tank, one-level agitator, two grades of agitators, high-pressure injection pump, water under high pressures
Pump, air compressor machine, slip casting high-voltage tube, high-pressure water pipe, high-pressure air hose, rig, high spray booth car and operating desk are located near wellbore nearby
Or above pit shaft, and relevant device is attached successively.
3rd, construction first lap height spray curtain pile boring drill interval drilling, every the hole of a hole drill one, depth is more than thick aqueous
Thickness of surface soil is backfilled, bore diameter is not less than 130mm, and hole position deviation is not more than 2cm, and hole deviation rate is not more than 1%；
4th, high-pressure rotary-spray first lap height spray curtain wall is every hole spray
(1), design proportion is pressed in slurrying, releases quantitative cement in cementing tank by cement elephant trunk, by water pipe from water
Quantitative water is released in case and is sent to the one-level agitator with homogenizer, mixing time is not less than after 30s, by what is prepared
Cement grout is put into mixing slowly in two grades of mixing drums of machine by cement mortar pipe, is slowly stirred；
(2), the cement grout in two grades of mixing drums of high-pressure delivery is communicated to high-pressure injection pump by cement mortar pipe, using height
Cement grout in two grades of mixing drums is transported to the drilling rod of high spray booth car by pressure injection stock pump by high-pressure slip-casting pipe, using water under high pressure
Water is transported to the drilling rod of high spray booth car by pump by high-pressure water pipe, and air is transported into high spray by high-pressure air hose using air compressor machine
The drilling rod of chassis；
(3) high pressure jetting is by paramount spray drilling hole bottom under the drilling rod of high spray booth car, and operating desk is by controlling cable connection extremely
High-pressure grouting pump, high-pressure hydraulic pump and air compressor machine；Start-up operation platform, sends into satisfactory slurry, gas and water, the ratio of cement mortar
Again not less than 1.5, pressure be that 0.60Mpa, water-carrying capacity are 60min, the pressure of water under high pressure is that 36Mpa, flow are 70/min, compression
The pressure of air is that 0.7Mpa, flow are 1.0m3/ min, when cement grout emerges aperture, by design hoisting way and carry
Lifting speed lifts drilling rod from bottom to top, until whole spray elevation stop-spraying of the lifting to design, cement grout is frozen into cylindrical cement
Stake；Then carry out spray to the drilling between two again to build, form stake stake and partly overlap the high spray curtain wall being connected；
5th, by the high spray curtain pile drilling of the circle of step 3 construction the 3rd；
6th, by the high spray curtain wall of the circle of step 4 high-pressure rotary-spray the 3rd；
7th, by the high spray curtain pile drilling of the circle of step 3 construction second；
8th, high spray curtain wall is enclosed by step 4 high-pressure rotary-spray second；
9th, high spray quality inspection
The wellbore centre symmetric position in high spray curtain wall reinforcing scope between first lap and the 3rd circle is randomly choosed
Two positions, construction coring drilling, using being first down drilled to from ground with rig, depth should be greater than high spray curtain pile depth 5m,
Bore diameter 91mm, high spray quality is judged according to the core of taking-up；Construction is finished, the boring cement mortar complete opening envelope of two corings
It is stifled；
10th, pressure injection water test
A position is randomly choosed in the net radial line of pit shaft as pressure injection water hole, using first using rig from ground drill down
Into depth is more than high spray curtain pile depth 5m, bore diameter 168mm, and pressure injection water test is carried out to drilling, checks high spray curtain wall
Water plugging effect；After pressure injection water test is finished, the pressure injection water hole cement mortar complete opening that construction is finished is blocked；
11st, high spray curtain pile borehole wall constructing device is removed, first stage construction terminates.
Second stage construction positioning targeting slip casting Mine Shaft Lining method, is carried out according to the following steps
12nd, calibrating and positioning targeting slip casting Mine Shaft Lining construction line calibrates wellbore centre according to design coordinate in earth's surface
Point, the net radial line of pit shaft and waste radial line are calibrated according to the pit shaft net diameter and lining thickness of wellbore centre point and design；Along pit shaft
The outer 2m circumference of waste radial line at least symmetrically and evenly arranges 8 positioning targeting note drilling perpendicular to the ground, and bore diameter is not less than
250mm, depth should pass through bad water-bearing layer thickness lower end 10m, and serial number is 1#, 2#, 3#, 4#, 5#, 6#, 7#, 8#, by 8
Individual hole is divided into two groups, and first group is 1#, 3#, 5#, 7#, and second group is 2#, 4#, 6#, 8#；First construct first group of drilling, according to field
Ground size, while 2/4 drilling of construction；
13rd, set slip casting station that slip casting station is set nearby in the appropriate nearby location in ground, two sets of filling systems, including two are set altogether
Individual cementing tank, magma pond, reserve pit, clear water reserviors, waterglass pond, two slush pumps, two one-levels are stirred
Mix tank, two two grades of level agitator tanks, two grouting pumps；
14th, rigging up is put down by design requirement progress field, I-shaped steel bottom plate is installed above the hole position of demarcation, on chassis
Rigging up and boring tower；
15th, drill and set orifice tube and 40.5m is drilled down into using φ 250mm drill bits, in the interior lower long 10m of setting of drilling, directly
Footpath 219 × 6mm of φ and long 30m, 159 × 5mm of diameter phi reducing structure orifice tube, the grey weight ratio of water is injected into orifice tube
For 0.6:1 cement mortar, untill slurry is returned in aperture；Conserved through 24 hours, sweep mouth to original depth and carry out packer permeability test, check
Quality is consolidated, drainage is such as found, grouting reinforcement should be carried out again；
16th, stop grouting plug is set to be drilled down into using φ 133mm compact bit centreless to the first slip casting section, in aperture pipeline section
KWS type stop grouting plugs are set；
17th, packer permeability test water filling into drilling by drilling rod, carries out packer permeability test, meets after design standard, can carry out
High-pressure slip-casting；
18th, high-pressure slip-casting prepares cement clay slurries by design proportion, by drilling rod to drilling inner high voltage slip casting, reaches note
Slurry setting pressure, stabilization time 20min, reaches or close to after design grouting amount, this section of slip casting terminates；
19th, mouth is swept, 18,19,20 steps are repeated, constructed into next slip casting section, KWS type stop grouting plugs are arranged on slip casting section
In upper stabilizer rock stratum；
20th, slip casting section pit shaft gradually excavation section by section pit shaft from top to bottom in the range of the waste radial line that pit shaft is designed is excavated, often
Secondary cutting depth is not more than 3.5m；
21st, pour slip casting section pit shaft outer wall armored concrete and pour pit shaft outer wall reinforcing bar outer wall from top to bottom, until slip casting
Section bottom；Concrete is label C30, thickness 350mm, the interior arrangement double steel bar of concrete, principal rod diameter 25mm, along pit shaft week
Side arrangement, spacing 300mm；Branch's muscle diameter is not less than 22mm, is arranged along wellbore centre line direction, spacing 300mm.
22nd, slip casting section shaft in wall armored concrete is poured from slip casting section bottom continuous placing shaft in wall steel from bottom to top
Reinforced concrete, until well head earth's surface；Arrangement double steel bar in concrete grade C30, thickness 700mm, concrete, principal rod is straight
Footpath 25mm, is arranged, spacing 300mm along pit shaft periphery；Branch's muscle diameter is not less than 22mm, is arranged along wellbore centre line direction,
Away from 300mm；
23rd, Demolition Construction device, second stage construction terminates.
Claims (10)
1. the Mine Shaft Lining in a kind of poor strata, is included in the pit shaft set in poor strata, it is characterised in that vertical
High spray curtain pile shaft wall structure, the positioning targeting slip casting shaft wall structure of rock section setting and the borehole wall that the preliminary shaft section on top is set,
The borehole wall is concentric up and down, same to footpath, closely links into an integrated entity；The described high spray curtain pile shaft wall structure of shaft collar section, the famine of pit shaft
Rock stratum is excavated in radial line (3), the borehole wall is poured between the net radial line of pit shaft (2) and the waste radial line of pit shaft, using wellbore centre as the center of circle, edge
Pit shaft famine radial line 0.6m peripheries are at least provided with three annular height spray curtain wall (10), (11), (12) for enclosing head and the tail closing, and two enclose high
At a distance of 1.2~2m between spray curtain wall, 800~1000mm of thickness of height spray curtain wall, depth is more than thick aqueous backfill topsoil
Thickness；The bad water-bearing layer positioning targeting slip casting Mine Shaft Lining of described rock section, sets positioning targeting around pit shaft
Inlet well (33), orifice tube (34) and slip casting section (36) 36, full well is by the center of circle of wellbore centre along the waste radial line circumference 2m of pit shaft
It is outer to be at least uniformly arranged 8 positioning targeting inlet wells perpendicular to the ground in pairs；Orifice tube is set in positioning targeting inlet well,
Cement mortar hydraulic pressure is injected by targeting inlet well, is extended to around drilling in the bad water-bearing layer of 5~10m bedrock fractures development,
Slip casting section is frozen into, is stratified and set in the bad water-bearing layer residing for rock section；The described borehole wall is made up of inner and outer wall, outside
Wall is the armored concrete thick not less than 300mm, and inwall is the armored concrete thick not less than 600mm.
2. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that described high spray curtain
High spray curtain pile of the curtain wall on same circle is connected and composed, and described high spray curtain pile is to use three pipe High-pressure Spiral Spray Technologies by water
Mud spray is frozen into cylindric pile body in default high spray drilling, with circle pile body with pile body is overlapped connects into one
Individual annular height spray curtain wall.
3. the Mine Shaft Lining in a kind of poor strata according to claim 2, it is characterised in that described is described
Height spray drilling (7), (8), (9) with rig (31) from ground using being first vertically down drilled to, and depth is more than thick aqueous backfill table soil
Thickness degree, bore diameter is not less than 130mm；Cement mortar spray enters high spray and drills and expand to periphery, expanded diameter be 800mm~
1000mm, there is the overlapping bonding pad not less than 100mm between stake and stake.
4. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that described positioning target
It is down vertically to be drilled to from ground with rig (48) after utilizing, depth should pass through bad water-bearing layer lower end to inlet well (33)
10m thickness, bore diameter top 250mm, lower diameter 150mm；Reducing orifice tube is set in positioning targeting inlet well, wherein
0~10m sections of vertical depth, tubing specification is 219 × 6mm of φ；10~30m sections of vertical depth, tubing specification is 159 × 5mm of φ；.
5. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that described slip casting section
Injecting paste material be clay cement grout/superfine cement slurry；Grouting pressure is 2.5~4 times of place height and position hydrostatic pressure；
Injecting paste material targets inlet well in the bad water-bearing layer of rock section to waste footpath external diffusion 8m by 8 positioning, is frozen into slip casting section,
High 30~the 50m of section, is located in the bad water-bearing layer residing for rock section.
6. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that described outer wall is mixed
Solidifying soil label is not less than arrangement double steel bar in C30, concrete, and principal rod diameter is not less than 20mm, is arranged along pit shaft periphery,
Away from 300mm；Branch's muscle diameter is not less than 20mm, is arranged along wellbore centre line direction, spacing 300mm.
7. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that described outer wall is mixed
Solidifying soil label is not less than arrangement double steel bar in C30, concrete, and principal rod diameter is not less than 20mm, is arranged along pit shaft periphery,
Away from 300mm；Branch's muscle diameter is not less than 20mm, is arranged along wellbore centre line direction, spacing 300mm.
8. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that the high spray curtain of preliminary shaft section
Curtain stake shaft lining structural construction device includes cementing tank (15), water tank (17), one-level agitator (19), two grades of agitators (21), behaviour
Make platform (23), high-pressure injection pump (25), high-pressure hydraulic pump (26), air compressor machine (27), first use rig (31) and high spray booth car (32) structure
Into being located at nearby above near wellbore or pit shaft；Described cementing tank, water tank respectively by cement elephant trunk (16), water pipe (18) with
One-level agitator is connected, and one-level agitator is connected with two grades of agitators by mud tube (20), and two grades of agitators are noted with high-pressure
Stock pump is connected by cement mortar pipe (22), and high-pressure grouting pump, high-pressure hydraulic pump, air compressor machine are respectively by slip casting high-voltage tube (28), height
Pressure pipe (29), high-pressure air hose (30) are connected with high spray booth car；Described cementing tank, water tank, one-level agitator, two grades of stirrings
Bucket, high-pressure injection pump, high-pressure hydraulic pump, air compressor machine, first electrically connected with operating desk by control cable (24) with rig, high spray booth car
Connect.
9. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that positioning targeting slip casting
Mine Shaft Lining constructing device uses rig (48), magma pond (39), reserve pit (40), clear water reserviors (42), waterglass after including
Pond (44) and the cementing tank (15) being arranged in pairs, slush pump (41), one-level agitator tank (43), two grades of agitator tanks (45), high pressure injections
Stock pump (46), is located near wellbore nearby；Magma pond and reserve pit pipeline are direct；One-level agitator tank charging aperture is by pipeline and cement
Tank is connected, and is connected reserve pit by pipeline, slush pump, is connected by pipeline with clear water reserviors, is incorporated appropriate cement, mud and clear water；
Two grades of agitator tank charging apertures are connected with one-level agitator tank discharge opening pipeline, are connected by pipeline with waterglass pond, one-level agitator tank
Cement mortar adds waterglass, continues to stir in two grades of agitator tanks, two grades of agitator tank discharging openings and high-pressure injection pump, positioning target
It is connected to note drill pipe, high-pressure injection pump is by cement mortar high pressure injection hole.
10. the Mine Shaft Lining in a kind of poor strata according to claim 1, it is characterised in that described one kind
Mine Shaft Lining construction method in poor strata, was divided to for two phases carried out：
The high spray curtain pile shaft wall structure of first stage construction shaft collar section, construction method is carried out as follows：
1), shaft collar section construction line demarcation
(1), in earth's surface calibrate wellbore centre point according to design coordinate, according to the pit shaft net diameter of wellbore centre point and design and
Lining thickness calibrates the net radial line of pit shaft and waste radial line；
(2), the high spray curtain pile drilling of 0.6m arrangements first lap arrangement outside the waste radial line of pit shaft, spacing is not more than between two drillings
0.9m；
(3) the height spray curtain pile drilling of the second circle, is arranged again outside first lap height spray curtain pile, spacing is not more than between two drillings
0.9m, the circle remote of the second circle and first lap is not more than 1.2m；
(4) the high spray curtain pile drilling of the 3rd circle, is arranged again outside the high spray curtain pile of the second circle, spacing is not more than between two drillings
0.9m, the circle remote of the 3rd circle and the second circle is not more than 1.2m；
2), constructing device is set by cementing tank, water tank, one-level agitator, two grades of agitators, high-pressure injection pump, high-pressure hydraulic pump, skies
Press, slip casting high-voltage tube, high-pressure water pipe, high-pressure air hose, rig, high spray booth car and operating desk are located near wellbore or pit shaft nearby
Top, and relevant device is attached successively；.
3), construction first lap height spray curtain pile boring drill interval drilling, every the hole of a hole drill one, depth is more than thick aqueous backfill
Thickness of surface soil, bore diameter is not less than 130mm, and hole position deviation is not more than 2cm, and hole deviation rate is not more than 1%；
4), high-pressure rotary-spray first lap height spray curtain wall 10 is every hole spray
(1), design proportion is pressed in slurrying, quantitative cement is released in cementing tank by cement elephant trunk, by water pipe in water tank
Release quantitative water and be sent to the one-level agitator with homogenizer, mixing time is not less than after 30s, by the cement prepared
Slurries are put into mixing slowly in two grades of mixing drums of machine by cement mortar pipe, are slowly stirred；
(2), the cement grout in two grades of mixing drums of high-pressure delivery is communicated to high-pressure injection pump by cement mortar pipe, using high pressure injection
Cement grout in two grades of mixing drums is transported to the drilling rod of high spray booth car by stock pump by high-pressure slip-casting pipe, will using high-pressure hydraulic pump
Water is transported to the drilling rod of high spray booth car by high-pressure water pipe, and air is transported into high spray booth car by high-pressure air hose using air compressor machine
Drilling rod；
(3) high pressure jetting is by paramount spray drilling hole bottom under the drilling rod of high spray booth car, and operating desk is by controlling cable connection to high pressure
High-pressure injection pump, high-pressure hydraulic pump and air compressor machine；Start-up operation platform, sends into satisfactory slurry, gas and water, the proportion of cement mortar is not
It is that 0.20~1.0Mpa, water-carrying capacity are 55~70L/min less than 1.5, pressure, the pressure of water under high pressure is that 34~38Mpa, flow are
60~80L/min, the pressure of compressed air is that 0.6~0.8Mpa, flow are 0.8~1.2m3/ min, treats that cement grout emits and portals
During mouth, drilling rod is lifted from bottom to top by the hoisting way and lifting speed of design, until lifting is to the whole spray elevation stop-spraying designed,
Cement grout is frozen into cylindrical concrete stake；Then carry out spray to the drilling between two again to build, form the stake stake company of partly overlapping
Integral high spray curtain wall；
5), by the high spray curtain pile drilling of the circle of step 3 construction the 3rd；
6), by the high spray curtain wall of the circle of step 4 high-pressure rotary-spray the 3rd；
7), by the high spray curtain pile drilling of the circle of step 3 construction second；
8), high spray curtain wall is enclosed by step 4 high-pressure rotary-spray second；
9), high spray quality inspection
The wellbore centre symmetric position in high spray curtain wall reinforcing scope between first lap and the 3rd circle randomly chooses two
Position, construction coring drilling, using being first down drilled to from ground with rig, depth should be greater than high spray curtain pile depth 5m, drilling
Diameter 91mm, high spray quality is judged according to the core of taking-up；Construction is finished, the boring cement mortar complete opening closure of two corings；
10), pressure injection water test
A position is randomly choosed in the net radial line of pit shaft as pressure injection water hole, it is deep using being first down drilled to from ground with rig
Degree is more than high spray curtain pile depth 5m, bore diameter 168mm, and pressure injection water test is carried out to drilling, checks high spray curtain wall water blockoff
Effect；After pressure injection water test is finished, the pressure injection water hole cement mortar complete opening that construction is finished is blocked；
11) high spray curtain pile borehole wall constructing device, is removed, first stage construction terminates.
Second stage construction positioning targeting slip casting Mine Shaft Lining method, is carried out according to the following steps
12), calibrating and positioning targeting slip casting Mine Shaft Lining construction line calibrates wellbore centre point according to design coordinate in earth's surface,
The net radial line of pit shaft and waste radial line are calibrated according to the pit shaft net diameter and lining thickness of wellbore centre point and design；Along the waste footpath of pit shaft
The outer 2m circumference of line at least symmetrically and evenly arranges 8 positioning targeting note drilling perpendicular to the ground, and bore diameter is not less than 250mm, deep
Degree should pass through bad water-bearing layer thickness lower end 10m, and serial number is 1#, 2#, 3#, 4#, 5#, 6#, 7#, 8#, and 8 holes are divided into two
Group, first group is 1#, 3#, 5#, 7#, and second group is 2#, 4#, 6#, 8#；First construct first group of drilling, according to place size, simultaneously
2/4 drilling of construction；
13), set slip casting station that slip casting station is set nearby in the appropriate nearby location in ground, two sets of filling systems, including two are set altogether
Cementing tank, magma pond, reserve pit, clear water reserviors, waterglass pond, two slush pumps, two one-level stirrings
Tank, two two grades of level agitator tanks, two grouting pumps；
14), rigging up is put down by design requirement progress field, and I-shaped steel bottom plate is installed above the hole position of demarcation, is pacified on chassis
Fill rig and boring tower；
15), drilling sets orifice tube and is drilled down into 40.5m using φ 250mm drill bits, lower in drilling to set long 10m, diameter phi
219 × 6mm and long 30m, 159 × 5mm of diameter phi reducing structure orifice tube, it is 0.6 that the grey weight ratio of water is injected into orifice tube:
1 cement mortar, untill slurry is returned in aperture；Conserved through 24 hours, sweep mouth to original depth and carry out packer permeability test, check consolidation matter
Amount, such as finds drainage, grouting reinforcement should be carried out again；
16) stop grouting plug, is set to be drilled down into using φ 133mm compact bit centreless to the first slip casting section, pipeline section is set in aperture
Put KWS type stop grouting plugs；
17), packer permeability test water filling into drilling by drilling rod, carries out packer permeability test, meets after design standard, can enter horizontal high voltage
Slip casting；
18), high-pressure slip-casting prepares cement clay slurries by design proportion, by drilling rod to drilling inner high voltage slip casting, reaches slip casting
Pressure is set, stabilization time 20min, reaches or close to after design grouting amount, this section of slip casting terminates；
19) mouth, is swept, 18,19,20 steps are repeated, constructed into next slip casting section, KWS type stop grouting plugs are arranged on slip casting section top
In stable rock stratum；
20) slip casting section pit shaft gradually excavation section by section pit shaft from top to bottom in the range of the waste radial line that pit shaft is designed, is excavated, is opened every time
Dig depth and be not more than 4m；
21), pour slip casting section pit shaft outer wall armored concrete and pour pit shaft outer wall reinforcing bar outer wall from top to bottom, until slip casting section bottom
Portion；Concrete grade is not less than C30, and thickness is not less than arrangement double steel bar in 300mm, concrete, and principal rod diameter is not less than
20mm, is arranged, spacing 300mm along pit shaft periphery；Branch's muscle diameter is not less than 20mm, is arranged along wellbore centre line direction, spacing
300mm。
22) slip casting section shaft in wall armored concrete, is poured from slip casting section bottom continuous placing shaft in wall reinforcing bar from bottom to top
Concrete, until well head earth's surface；Concrete grade is not less than C30, and thickness is not less than arrangement double steel bar in 600mm, concrete,
Principal rod diameter is not less than 20mm, is arranged along pit shaft periphery, spacing 300mm；Branch's muscle diameter is not less than 20mm, along wellbore centre
Line direction arrangement, spacing 300mm；
23) slip casting section shaft in wall constructing device, is removed, second stage construction terminates.
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| CN108386208A (en) * | 2018-02-08 | 2018-08-10 | 中铁隧道局集团有限公司 | A kind of method for rapidly positioning of tunnel hole position |
| CN109026011A (en) * | 2018-09-12 | 2018-12-18 | 北京中煤矿山工程有限公司 | Huge thickness rich water Denying Formation dolomite shaft of vertical well water-stop curtain controls grouting process |
| CN109209287A (en) * | 2018-09-12 | 2019-01-15 | 中国矿业大学 | Sectional curtain grouting construction method for fault working face with overlarge inclination angle of vertical shaft |
| CN109403982A (en) * | 2018-11-05 | 2019-03-01 | 淮南矿业(集团)有限责任公司 | A kind of shaft of vertical well grouting process |
| CN109763493A (en) * | 2018-12-18 | 2019-05-17 | 中铁广州工程局集团有限公司 | A kind of plateau river valley rockfills region large diameter, deep borehole stake hand excavation's method |
| CN110241815A (en) * | 2019-06-20 | 2019-09-17 | 中国五冶集团有限公司 | A kind of narrow space pile extension reinforcement means |
| CN110258606A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Projecting wall encloses well construction |
| CN111927480A (en) * | 2020-08-11 | 2020-11-13 | 中国矿业大学 | Construction method of underground continuous blind slot grouting curtain for water-based rock rich in pores |
| CN112031777A (en) * | 2020-08-14 | 2020-12-04 | 中煤建设集团有限公司 | Multilayer functional gradient vertical shaft wall structure and construction process |
| CN112502663A (en) * | 2020-12-09 | 2021-03-16 | 中国矿业大学 | Curtain grouting method based on directional hydraulic mechanical splitting technology |
| CN113027463A (en) * | 2021-03-24 | 2021-06-25 | 山东建筑大学 | Suspension type reverse wall working well supporting structure and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108386208A (en) * | 2018-02-08 | 2018-08-10 | 中铁隧道局集团有限公司 | A kind of method for rapidly positioning of tunnel hole position |
| CN109026011A (en) * | 2018-09-12 | 2018-12-18 | 北京中煤矿山工程有限公司 | Huge thickness rich water Denying Formation dolomite shaft of vertical well water-stop curtain controls grouting process |
| CN109209287A (en) * | 2018-09-12 | 2019-01-15 | 中国矿业大学 | Sectional curtain grouting construction method for fault working face with overlarge inclination angle of vertical shaft |
| CN109403982A (en) * | 2018-11-05 | 2019-03-01 | 淮南矿业(集团)有限责任公司 | A kind of shaft of vertical well grouting process |
| CN109763493A (en) * | 2018-12-18 | 2019-05-17 | 中铁广州工程局集团有限公司 | A kind of plateau river valley rockfills region large diameter, deep borehole stake hand excavation's method |
| CN110241815A (en) * | 2019-06-20 | 2019-09-17 | 中国五冶集团有限公司 | A kind of narrow space pile extension reinforcement means |
| CN110258606A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Projecting wall encloses well construction |
| CN111927480A (en) * | 2020-08-11 | 2020-11-13 | 中国矿业大学 | Construction method of underground continuous blind slot grouting curtain for water-based rock rich in pores |
| CN111927480B (en) * | 2020-08-11 | 2021-10-29 | 中国矿业大学 | Construction method of underground continuous blind slot grouting curtain for water-based rock rich in pores |
| CN112031777A (en) * | 2020-08-14 | 2020-12-04 | 中煤建设集团有限公司 | Multilayer functional gradient vertical shaft wall structure and construction process |
| CN112502663A (en) * | 2020-12-09 | 2021-03-16 | 中国矿业大学 | Curtain grouting method based on directional hydraulic mechanical splitting technology |
| CN113027463A (en) * | 2021-03-24 | 2021-06-25 | 山东建筑大学 | Suspension type reverse wall working well supporting structure and construction method |
| CN113027463B (en) * | 2021-03-24 | 2022-08-30 | 山东建筑大学 | Suspension type reverse wall working well supporting structure and construction method |
| CN113202480A (en) * | 2021-06-16 | 2021-08-03 | 中国矿业大学 | Combined bearing double-layer well wall and construction method thereof |
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