CN101929340B - Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process - Google Patents
Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process Download PDFInfo
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- CN101929340B CN101929340B CN200910227790A CN200910227790A CN101929340B CN 101929340 B CN101929340 B CN 101929340B CN 200910227790 A CN200910227790 A CN 200910227790A CN 200910227790 A CN200910227790 A CN 200910227790A CN 101929340 B CN101929340 B CN 101929340B
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- 238000005553 drilling Methods 0.000 claims abstract description 21
- 239000011440 grout Substances 0.000 claims abstract description 16
- 238000005516 engineering process Methods 0.000 claims abstract description 15
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- 239000010959 steel Substances 0.000 claims description 5
- 239000007788 liquid Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 239000007787 solid Substances 0.000 claims description 4
- 239000004115 Sodium Silicate Substances 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
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- 230000008023 solidification Effects 0.000 claims 1
- 238000005728 strengthening Methods 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 5
- 238000007569 slipcasting Methods 0.000 description 34
- 239000004568 cement Substances 0.000 description 10
- 229910000712 Boron steel Inorganic materials 0.000 description 8
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- 230000003014 reinforcing effect Effects 0.000 description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 3
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- Lining And Supports For Tunnels (AREA)
Abstract
煤矿井下平斜巷管棚预注浆超前支护施工工艺，包括以下步骤：(1)止浆墙的施工；(2)管棚钻孔施工包括布孔，造孔；(3)管棚钻孔洗孔施工；(4)管棚安装施工；(5)管棚预注浆施工；(6)然后按照步骤(2)～(5)循环，施工一个管棚钻孔，安装一个孔，注浆一个孔，直至注浆结束；工作面管棚预注浆9m，掘进6m、预留3m超前距或者掘进7m、预留2m超前距；向前掘进后，再次管棚预注浆时，按步骤(2)～(5)施工时，不再施工止浆墙，在工作面迎头直接喷射混凝土即可，直至巷道施工完该区段为止。本发明工艺结构简单，施工速度快，成本低，安全可靠，风险小，还能确保巷道质量，经济效益极为明显。The construction technology of pre-grouting and advanced support for pipe sheds in horizontal and inclined lanes in coal mines includes the following steps: (1) construction of grout-stop walls; (2) pipe shed drilling construction including hole layout and hole making; (3) pipe shed drilling (4) Pipe shed installation and construction; (5) Pipe shed pre-grouting construction; (6) Then follow the steps (2) to (5) cycle, construct a pipe shed drilling, install a hole, inject Grout one hole until the grouting is completed; pre-grout the pipe shed on the working face for 9m, excavate 6m, reserve 3m ahead distance or excavate 7m, reserve 2m ahead distance; During the construction of steps (2) to (5), the grout stop wall is no longer constructed, and the concrete can be sprayed directly on the working face until the section of the roadway is completed. The invention has the advantages of simple process structure, fast construction speed, low cost, safety and reliability, low risk, and can ensure the quality of the roadway, and the economic benefit is extremely obvious.
Description
Technical field
The present invention relates to a kind of coal mine underground flat inclined tunnel and pass coal seam, half-edge coal seam, incompetent bed, structure zone of fracture and the bright inclined shaft of surface soil layer and pass building, arterial railway supply line and riverbed section, use the work plane pipe shed pre-grouting advance support construction process.
Background technology
Coal is the main energy sources of China's industry and the national economic development.China's superficial part coal resources reduce because of continuing exploitation in a large number at present, and the mining depth of mine is more and more darker.The coal resources buried depth of China is 2.95 trillion tons below 1000m, accounts for 53% of coal resources total amount.The coal mining degree of depth increases with the speed of annual 8-12m at present.A lot of at present existing a plurality of work planes enter into the degree of depth of 1000m to 1500m.(the ground topsoil is crossed architectural complex, crosses the railway division and is crossed riverbed section etc. for Deep Mine and ground " three times engineerings ".) development and utilization be China's mining industry development trend from now on.The coal seam that runs in the work progress of mine deep, half-edge coal seam, incompetent bed, structure zone of fracture and the bright inclined shaft of topsoil are crossed building, railway division, riverbed section etc., in case the top board roof fall accident takes place, abnormally dangerous.How fast, safety a series of Science and Technology problems such as passes through, and become the great theory and technology problem of mining industry circle.
Summary of the invention
The object of the invention is to provide a kind of coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process; Taking off coal seam, half-edge coal seam, incompetent bed, structure zone of fracture and the bright inclined shaft of topsoil etc.; Through the preparatory slip casting of work facial canal canopy formula; Can prevent effectively that the tunnel from caving in, large tracts of land roof fall, wall caving, the accident of stopping takes place; Construction technology is simple in structure, and speed of application is fast, and cost is low, and is safe and reliable, and risk is little, can also guarantee roadway quality.
To achieve these goals, the present invention adopts following technical scheme:.The coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process may further comprise the steps:
(1) construction of wall for grouting: do drill site in face of the headwork, extend out the ditching groove by design size to the tunnel outline line, assemble wall for grouting one, the wall for grouting both sides assemble with work stone, middle dead slot concreting; Before assembling,, aqueduct is installed water is derived the place of tunnel water outlet; Wall for grouting assembles in the process, according to design orientation, inclination angle, and pre-buried orifice tube between 250～400mm outside the waste section in tunnel; Orifice tube exposes 150mm, apart from flange 100mm place, welds a joint that has screw thread in advance; Wall for grouting assembles back injection concrete and fills and leads up tunnel and wall for grouting periphery joining place; After solidifying 24 hours,, reinforce wall for grouting earlier the aqueduct slip casting shutoff of pre-buried water guide;
(2) pipe canopy drilling construction: evenly deployment tube canopy boring of 300～500mm periphery outside the waste section in driving face arch, the pipe canopy spacing of wells is 250～400mm, the degree of depth is 9m;
The cloth hole: the cloth hole method that pipe shed pre-grouting adopts " perimeter hole and mider hole " to combine, " perimeter hole " make in the outer 5m scope of tunnel net section and are consolidated into integral body, and " mider hole " carries out the reinforcement grouting and reinforcing to integral body; Surface soil layer zone of fracture rock crack is consolidated into firm integral body with the slurries filling is full, is consolidated into firm integral body to pipe canopy and tunnel-surrounding country rock;
Pore-creating: in the time of the construction wall for grouting, by the orifice tube of design orientation, inclination angle pre-buried good " perimeter hole "; " mider hole " not pre-buried orifice tube, directly construction on the wall; Put up workbench, rig handling fixation to the workbench; Construction drill, when running into broken dirt bed and not advancing, cleaning bottom of hole repeatedly, repeatedly slip-casting is until constructing to projected depth;
(3) pipe canopy boring hole flushing construction: after pore-creating reaches projected depth, connect the hole flushing pipeline, clean up mud and drilling cuttings in the boring with water under high pressure;
(4) pipe canopy installation: slowly down at the bottom of the hole, dock pipe boron steel pipe the flange on the pre-buried orifice tube with double buckle flange on managing the boron steel pipe tightly, use bolt; Behind all the other inlet well pore-formings, the telescopic type hole packer is installed, and is tightened the big nut on the hole packer, it is closely knit that rubber cushion and borehole circumference are fully meshed, the fixation of pipe boron steel pipe;
(5) pipe shed pre-grouting construction: grouting pipeline is installed; At any time adjust flow, concentration of slurry according to the slip casting situation; Let in the pipe canopy boring slurries along the outside overfall of boring during slip casting; Make to be full of after slurries and the slip casting soil layer around the pipe boron steel pipe or zone of fracture forms firm integral body, grouting pressure reaches the design grouting pressure, can stop slip casting;
(6) then according to step (2)～(5) circulation, a hole is installed in the pipe canopy boring of constructing, and finish until slip casting in hole of slip casting; Work plane pipe shed pre-grouting 9m, driving 6m, the leading distance of reservation 3m are perhaps tunneled 7m, are reserved the leading distance of 2m; Forward behind the driving, once more during pipe shed pre-grouting, (2) set by step～(5) construction, the wall for grouting of no longer constructing get final product at the work plane direct injection concrete of meeting head on, till roadway construction finishes this section.
Described step (5) appearance is run, the processing of spillage: in the slip casting process, find race, spillage phenomenon, the method for can run according to the scene, the spillage situation being taked to stick with paste, stop, put notes is handled, to reduce slurries loss.
The grouting pressure of design is 8～10MPa in the described step (5).
Evenly deployment tube canopy boring of 400～500mm periphery outside the waste section in driving face arch in the described step (2), the pipe canopy spacing of wells is 300～400mm.
Evenly deployment tube canopy boring of 300～400mm periphery outside the waste section in driving face arch in the described step (2), the pipe canopy spacing of wells is 250～300mm.
Slip casting in the described step (5) utilizes the two fluid grouting principle to adopt the cement-sodium silicate slurries full the filling of tunnel-surrounding 5m scope inner pore.
The present invention has the following advantages:
1. coal mine underground flat inclined tunnel work facial canal canopy formula pre-grouting advance support of the present invention was being taken off coal seam, half-edge coal seam, incompetent bed, structure zone of fracture and the bright inclined shaft of surface soil layer through building, arterial railway main line and riverbed section.In tunneling construction, prevention back large tracts of land is caved in and is seriously taken out group, takes out the top, and the pipe canopy spacing of wells is controlled by 250～400mm; The degree of depth is pressed the 9m construction, and 9m pipe canopy pipe is installed, and annotates the biliquid slurry and reinforces; Full the crack of tunnel-surrounding, pore filling; And be consolidated into integral body with periphery, and increased the supporting capacity in tunnel, improve surrounding rock stability.Total collapse, large tracts of land roof fall and wall caving have been avoided in the tunnelling process.
2. coal mine underground flat inclined tunnel work facial canal canopy formula pre-grouting advance support construction process is simple in structure, and speed of application is fast, and cost is low, and is safe and reliable, and risk is little, can also guarantee roadway quality.Economic benefit is very obvious, and the social benefit of bringing thus that safety realized is then more considerable.
In the step (1), flange purposes: dock with the equivalent diameter of pipe canopy pipe welding and to fix the closed orifices pipe.Pre-buried orifice tube effect: pipe canopy pipe is scurried out when preventing slip casting.The joint purposes of band screw thread: the top valve that diameter 25mm is arranged, slip casting play scavenging action when just having begun, and close upper valve when air has been arranged the back pulp.
In the step (5), in the slip casting process, pressure advances to starch smooth and easy for a short time, explain strong, the space is big; Can annotate single liquid slurry, increase liquid slurry concentration, boost gradually; Increase flow rate of grouting, with the thick slurries of high pressure the water content in the crack is swapped out as early as possible, along with slurries inject injecting cement paste continually.The pressure big crack of fast explanation injecting cement paste of rising is annotated in fact basically, in order to be full of the slurries state that reaches capacity in the injecting cement paste, can reduce concentration of slurry, reduces flow, and raising pressure makes that tiny empty crack is full of slurries in the injecting cement paste.
The specific embodiment
Coal mine underground flat inclined tunnel work facial canal canopy formula pre-grouting advance support construction process of the present invention comprises the wall for grouting construction, pipe canopy drilling construction, pipe canopy boring hole flushing construction, pipe canopy fabrication and installation construction and pipe shed pre-grouting construction.
As a kind of improvement of patented technology of the present invention, 400～500mm periphery cloth hole outside taking off coal seam, half-edge coal seam, incompetent bed, the waste section in work plane arch, structure zone of fracture tunnel, the pipe canopy spacing of wells 300～400mm.Pipe canopy bore direction, inclination angle and orientation, tunnel, inclination angle are consistent, and join ￠ 89mm auger stem or ￠ 50mm round drill rod with ZDY1200S type (or SGZ150 type) all-hydraulic drill, make ￠ 90mm boring; ￠ 75mm * 9m pipe canopy pipe is installed; Two fluid grouting is reinforced, and utilizes the two fluid grouting principle full fracture filling in the tunnel-surrounding 5m scope, and is consolidated into one; Increase the supporting capacity of roadway surrounding rock; Be consolidated into firm integral body to pipe canopy pipe and tunnel-surrounding country rock, strengthened the support coefficient of country rock, improved surrounding rock stability.Driving 7m stays the leading distance of 2m.When for the second time construction pipe canopy is holed preparatory slip casting, in advance on section, spray the thick concrete of 300mm, directly cloth hole construction, circulation successively at 2m.Bypassed traditional beat advance anchor bolt-＞driving-＞anchor net spray temporary lining-＞take out top (or taking out group)-＞with round log stop the top-＞frame U type metal shed-＞be sprayed onto construction technology such as design thickness (or formwork erection, build concrete) again.
Further improvement as patented technology of the present invention; Bright inclined shaft is crossed building, arterial railway main line and riverbed section etc. through surface soil layer; 300～400mm periphery is evenly arranged comb canopy boring outside the waste section in driving face arch; Pitch of holes 250～300mm, Guan Peng orientation, inclination angle and orientation, tunnel, inclination angle are consistent.With the auger stem drill bit that all-hydraulic drill is joined ￠ 89mm, make the boring of ￠ 90mm pipe canopy, ￠ 75mm * 9m pipe canopy pipe is installed; Two fluid grouting is reinforced; Utilize the two fluid grouting principle to adopt the cement-sodium silicate slurries full, and be consolidated into one, increase tunnel supporting capacity on every side the filling of tunnel-surrounding 5m scope inner pore; Be consolidated into firm integral body to pipe canopy pipe and tunnel-surrounding, improve the stability of periphery.Driving 6m stays the leading distance of 3m, successively circulation.Overcome traditional a large amount of excavation open channels, wall caving is repaiied a large amount of side slopes in the construction, drops into too much support form, the human and material resources of labor, financial resources, and construction is complicated, has a big risk.
In the time of practical implementation, roadway head is cleaned out, it is smooth that head-on wall expands brush, and waste section reaches design size to extending out brush, and the materials barnacle is built wall for grouting one, by design orientation, inclination angle pre-buried ￠ 108mm orifice tube.Work plane is for the second time before the pipe roof construction, and the tunnel that requires to have constructed is carried out permanent support and segmentation and carried out can carrying out the pipe roof construction second time after grouting behind shaft or drift lining reinforces.
1. the construction of wall for grouting
Do drill site to 3m in face of the headwork, extend out the groove that digs 200mm to the tunnel outline line, assemble wall for grouting one by design size, wall for grouting thickness 1.0m, both sides assemble each 300mm of thickness with work stone, and it is C that middle dead slot 400mm builds label
25Concrete.Before assembling,, aqueduct is installed water is derived the place of tunnel water outlet.Wall for grouting assembles in the process; According to design orientation, inclination angle; Pre-buried ￠ 108mm * 1.5m orifice tube between 300～400mm outside the waste section in tunnel, orifice tube exposes 150mm, apart from flange 100mm place; One of welding in advance has screw thread, and (joint of ￠ 25mm * 60mm), wall for grouting assemble the back and spray concrete and fill and lead up the peripheral joining place of tunnel and wall for grouting.After solidifying 24 hours,, reinforce wall for grouting earlier the aqueduct slip casting shutoff of pre-buried water guide.
2. job practices
Set up workbench firmly at work plane.Hydraulic drill rig lifted by crane on the workbench fix, proofreaded bore direction and inclination angle, fastening drilling cramp, spud in advance 200mm at a slow speed after, recalibrate the orientation and the inclination angle of boring, can continue to creep into.If in the drilling construction process, run into collapse hole or zone of fracture of foundry loam soil layer and do not pull out of hole during drilling depth, cover the stifled dish of ￠ 108mm double buckle flange (be welded with ￠ 25mm * 50mm on the stifled dish and be with threaded joint); Tighten with bolt, connect grouting pipeline and carry out slip casting, when grouting pressure reaches 5～8MPa, stop slip casting; Carrying out cleaning bottom of hole creeps into; (cleaning bottom of hole) creeps into repeatedly, and repeatedly slip-casting is until the projected depth of constructing.After receiving brill, in the boring of pipe canopy, ￠ 75mm * 9m pipe boron steel pipe is installed (is managed canopy Guan Yitou and be drilled with colored hole, length 1m with electric drill; The other end is welded with the stifled dish of ￠ 108mm flange, welding ￠ 25mm in the middle of the stifled dish * 60mm band wire connection head).Connect grouting pipeline, the beginning grouting and reinforcing.Before the slip casting; Open the ￠ 25mm ball valve on the ￠ 25mm * 60mm joint of flange 100mm place welding on the pre-buried orifice tube; Let in the pipe canopy boring slurries along the outside overfall of boring during slip casting, make to be full of after slurries and the slip casting soil layer around the pipe canopy pipe or zone of fracture forms firm integral body.Sealing of hole pressure controls to about 10MPa.The pipe canopy of constructing is holed, and a hole is installed, and finish until slip casting in hole of slip casting.Work plane pipe shed pre-grouting 9m, driving 6m reserves the leading distance of 3m.After tunneling 6m forward, once more during pipe shed pre-grouting, by former working procedure construction (wall for grouting of no longer constructing get final product at the work plane thick concrete of direct injection 300mm of meeting head on), till roadway construction finishes this section.
3, construction technology
(1). cloth hole: the cloth hole method that pipe shed pre-grouting adopts " periphery and middle part " to combine." perimeter hole " makes in the outer 5m scope of tunnel net section and is consolidated into integral body, and " mider hole " carries out the reinforcement grouting and reinforcing to integral body.Surface soil layer zone of fracture rock crack is consolidated into firm integral body with the slurries filling is full, increases the supporting capacity of roadway surrounding rock rock mass, be consolidated into firm integral body to pipe canopy and tunnel-surrounding country rock, raising country rock resistance to overturning.
(2). pore-creating: in the time of the construction wall for grouting, by the orifice tube of design orientation, inclination angle pre-buried good " perimeter hole "; " mider hole " not pre-buried orifice tube, directly construction on the wall.Put up workbench, rig handling fixation to the workbench.Construction drill, when running into broken dirt bed and not advancing, cleaning bottom of hole repeatedly, repeatedly slip-casting is until constructing to projected depth.
(3). hole flushing: after pore-creating reaches projected depth, connect the hole flushing pipeline, clean up mud and drilling cuttings in the boring with water under high pressure.
(3). the mounting pipe canopy: after hole flushing finishes, artificial pipe boron steel pipe slowly down at the bottom of the hole, dock the flange on the pre-buried orifice tube with double buckle flange on managing the boron steel pipe tightly, use bolt; Behind all the other inlet wells (reinforcement injected hole) pore-forming, the special-purpose hole packer of ￠ 80mm * 3m telescopic type is installed, is tightened the big nut on the hole packer with spanner, it is closely knit that rubber cushion and borehole circumference are fully meshed, and lets rubber cushion fully play effect, the fixation of pipe boron steel pipe.
(4). the installation of grouting pipeline: after pipe canopy pipe installed, the peace spherical valve connected double-liquid high pressure slip-casting pipe, threeway blender, four-way and pressure-relief valve earlier.
(5). tube shed grouting: carry out proportioning according to the slip casting situation, adjust flow, concentration of slurry at any time, note changing grouting pressure with variation, reach the design grouting pressure (8～10MPa), can stop slip casting.
(6). run, the processing of spillage: in the slip casting process, as find to run, the spillage phenomenon, can run according to the scene, methods such as the spillage situation is taked to stick with paste, stop, some notes handle, and lose with the minimizing slurries, reach the slip casting intended purposes.
4, the selection of grouting parameter
(1). the preparation of cement grout: the water/binder ratio of cement grout is 1: 1 (weight ratio).
(2). the volume ratio of cement grout and water glass slurries is 1: 0.6～0.8.
(3) .QBZ-BI type waterproof agent dosage is 3% of a cement weight.
(4). grouting pressure: according to the developmental state and the anti-pressure ability of rock stratum, topsoil, whole hole pressure is by 8～10MPa control.Grouting pressure is the energy of slurries diffusions filling, and the size of grouting pressure depends on size, the topsoil space degree of inlet well hydrostatic pressure.
(5). the diffusion radius: the diffusion radius of slurries is different and different with topsoil, space, rock stratum under the constant situation of pressure, and the diffusion radius of slurries has than big-difference.Therefore, rationally confirm the diffusion radius of slurries, to economical with materials, reduction of erection time, ensuring the quality of products is significant.In conjunction with slip casting experience in the past, grout spreading range is pressed 5m control.
(6). grouting amount: normal grouting amount is to confirm according to the hole that adds solid volume, porosity, slurries setting time, rock stratum of slip casting and the connection situation in crack.Do not run in slip casting under the situation of slurry, make the biliquid slurry inside and outside the tunnel, form curtain as far as possible, full firm integral body, the raising slip casting globality effect of being consolidated into of pore filling.
The curtain-grouting injection rate is calculated as follows: Q=Vna
Q-grouting amount m3, V-need filling and injecting slurry volume m in the formula
3
The n-porosity gets 6%, a-slurries loss coefficient (1.2～1.5) gets 1.4
5. grouting equipment and material are selected:
Pipe shed pre-grouting facilities plan list 1
Pipe shed pre-grouting material planning list 2
| Title | The specification title | Unit | Quantity | Remarks |
| Orifice tube | ￠108mm×1.5m | Root | 1/ every hole | Processing |
| Steel pipe | ￠75mm×9m | Root | 1/ every hole | Make pipe canopy pipe |
| Grouting Pipe | ￠80mm×3m | Root | 1/ every hole | The special-purpose hole packer of telescopic type |
| Flange | ￠108mm | Individual | 1/ every hole | |
| The stifled dish of flange | ￠108mm | Cover | 1/ every hole | The stifled dish processing of double buckle flange |
| Ball valve | ￠25mm | Individual | 3/ every hole | |
| Drilling rod | ￠50mm×1.0m | Root | 100 | Round drill rod |
| Drilling rod | ￠90mm×1.5m | Root | 100 | Auger stem |
| Drill bit | ￠89mm | Individual | 10 | Augers |
| Drill bit | ￠91mm | Individual | 10 |
(1). cement: select the P.042.5 Portland cement of level of label for use.
(2). water glass: modulus is 2.8～3.2, concentration is the water glass of 38～42 Baume degrees.
(3). additive: really must control QBZ-BI type waterproof agent.
(4). other: I type cement anchoring agent (Gu effective).
Claims (6)
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| CN200910227790A CN101929340B (en) | 2009-12-31 | 2009-12-31 | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process |
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| Application Number | Priority Date | Filing Date | Title |
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| CN200910227790A CN101929340B (en) | 2009-12-31 | 2009-12-31 | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process |
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| CN101929340A CN101929340A (en) | 2010-12-29 |
| CN101929340B true CN101929340B (en) | 2012-08-29 |
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| CN102128038B (en) * | 2011-01-26 | 2013-11-13 | 北京中铁瑞威基础工程有限公司 | Quick construction method for tunnel pipe shed |
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