CN1013132B - Post grouting process for water bearing sand strata behind the wall - Google Patents
Post grouting process for water bearing sand strata behind the wallInfo
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- CN1013132B CN1013132B CN 89109459 CN89109459A CN1013132B CN 1013132 B CN1013132 B CN 1013132B CN 89109459 CN89109459 CN 89109459 CN 89109459 A CN89109459 A CN 89109459A CN 1013132 B CN1013132 B CN 1013132B
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Abstract
The present invention relates to a post grouting process for water bearing sand strata behind shaft walls, which is characterized in that shaft walls are penetrated. Water bearing sand strata behind the walls and shaft wall gaps are grouted with slurry by the procedures of punching, the fixation of hole opening pipes, slurry pouring, etc. to make the water bearing sand strata consolidated to form a curtain layer in certain thickness, and the curtain layer is connected with the shaft walls into an integrative body. By cutting off a water source, the shaft wall cracks are filled, the stressed state of the shaft walls is improved, and therefore, the plugging and the reinforcing aims are achieved. The present invention makes the slurry grouting technology have new breakthrough and opens a new way for further mine workings water control.
Description
When the present invention relates to behind a kind of wall, to destroying the grouting method that the section borehole wall carries out water blockoff and reinforcing to aquifer sand layer.
During leaking or leak, pit shaft contains sand and is the major hidden danger in the mine production and construction, it directly jeopardizes the safety of pit shaft, normally adopt slip casting method promptly in the hole of rock fracture or scall, to inject the gel slurries, to stop up crack or consolidating stratum, grouting behind shaft or drift lining is the Grouting engineering that is carried out in well lane engineering construction back, can be divided into slip casting and grouting behind shaft or drift lining in the wall again by slip casting position difference, " State Standard of the People's Republic of China's Code for construction and acceptance of mining pit engineering " the 3rd according to country's promulgation, 5, article 21, the water leakage of the pit shaft after regulation is built up or the borehole wall section of Hot work in progress is above 10 cubic metres/hour, or the borehole wall has concentrated leakage point, should carry out grouting behind shaft or drift lining and handle.But when a destruction section borehole wall is positioned at the aquifer sand layer position, if penetrating the borehole wall, injected hole cause a large amount of water bursts to run sand probably, cause shaft flooding, so that scrap, therefore should adopt grouting program in the wall, also stipulate " when slip casting Duan Bihou was aquifer sand layer, the degree of depth of injected hole must not be above 3/5 of thickness of shaft wall; the hole depth of double-layer wall of well should enter 100 millimeters of outer shaft walls " in the 3rd, 5,24 of above-mentioned standards, promptly the degree of depth of injected hole should be less than thickness of shaft wall.In recent years in the East China, many pit shafts are arranged because a large amount of drainages of mine water, underground flood peak is descended significantly, pit shaft and on every side ground sinkage appears, the facility that causes pit shaft and be installed in the well produces serious vertical and radial deformation, cause local borehole wall heavy damage, at present to complicated horizon d or borehole wall slip casting, its feature of adopt " directly leak stopping grouting process method " (CN85105852.3 authorizes on August 6th, 1988) is to carry out leak stopping slip casting under the pressure release state more, for example certain vertical wall thickness is 1.2 meters, in 225.5 meters～230.5 meters water burst sandblasts of well depth, maximum flooding quantity is 66 cubic metres/hour, sand content is up to 5.2% in the water, the concrete maximum ga(u)ge that comes off is 250 millimeters, bar bending, the cage guide distortion, only surplus 10 millimeters in cage guide and borehole wall gap, substantially exceed in the standard 150 millimeters requirement, handle for the first time is to adopt intensive channel-section steel circle to reinforce the borehole wall in 220 meters～236 meters sections of well depth earlier, use " directly leak stopping grouting process method " in borehole wall leakage area punching pressure release then, carry out slip casting in the wall, with water seal to 1 cubic metre/hour, handle pit shaft continuation deformation and failure over back 2 years, make four gutters that are arranged in the well curved entirely in 236 meters～268 meters sections of well depth, its maximum radial displacement reaches 763 millimeters, water yield is 5 cubic metres/hour, mine is forced to stop production once more, facts have proved, when being aquifer sand layer behind the wall, adopting walling crib to reinforce in the shaft lining breakage section and carry out slip casting in the wall with direct leak stopping grouting process, this method is just done simple leak stopping and reinforcement to the borehole wall, layer of sand can not get fixedly behind the wall, can not improve the stress of pit shaft, can not cut off the water supply, control in table do not control, do not guarantee the stability and the water proofing property of pit shaft.Therefore find a kind ofly can penetrate borehole wall slip casting, can not take place again that a large amount of water bursts run sand or, become and guaranteed difficult problem that urgency is to be solved in mine safety production, the construction because grouting pressure destroys the method for the borehole wall.
The object of the present invention is to provide a kind of method of the destruction section borehole wall that is arranged in aquifer sand layer being carried out broken grouting.
Characteristics of the present invention are that injected hole penetrates the borehole wall, by slip casting in its aquifer sand layer behind borehole wall crack and wall and utilize relief hole overflow pressure release, realize safe slip casting, the size that its principle is based on bore flooding quantity is directly proportional with the aperture, can shunt to control by porous and punch the water burst sandblast that occurs behind the borehole wall, and have the characteristics of uniformly penetrating according to hydraulic pressure conduction reason and layer of sand, in passing the layer of sand of the borehole wall around the well shaft destroyed section during slip casting, slurries evenly spread by the sand grains gap, the nature pressure release, can not cause the buttress phenomenon, the slurries that inject form the water seal curtain also except that consolidating sand that but filling borehole wall crack reinforces the borehole wall, are effected a radical cure thereby pit shaft is leaked.
Broken grouting can be undertaken by following step: earlier a destruction section borehole wall is carried out the part and give consolidation process; The branch that injected hole and relief hole are arranged in drilling construction, boring is netted arrangement, injected hole comprises open pore, broken wall hole and cleaning bottom of hole, above-mentioned three holes all are positioned on the same center line, array pitch perpendicular to the roadway centerline direction is 2 meters～5 meters, the spacing in every row's split shed hole is 1.5 meters～3.5 meters, first round is arranged in the non-aquifer of aquifer sand layer more than 1 meter, at first open oral pore perpendicular to the borehole wall, hatch bore diameter is generally 40 millimeters～50 millimeters, hole depth is that thickness of shaft wall deducts 200 millimeters～300 millimeters, according to fixed orifice Guan Bingan high pressure valve; And the effect of relief hole is to guarantee that the safety of slip casting operation carries out, it is oblique creeping into that it and open pore are arranged on the same level, two centerline holes intersect the formation acute angle, and in the borehole wall, communicate with open pore, its aperture is identical with the open pore aperture also to be 40 millimeters～50 millimeters, and the punching back is wanted fixed orifice pipe peace high pressure valve equally; Bore the broken wall hole along the open pore center line then, aperture, broken wall hole is less than the open pore aperture, and its aperture is generally 25 millimeters～30 millimeters, and hole depth exceeds 100 millimeters～500 millimeters of the boreholes wall; Boring back is with regard to slip casting, and normally injecting water/binder ratio with the grouting pressure of 2～6 times of hydrostatic pressures by the broken wall hole behind the borehole wall is 1～0.5: 1 cement grout, and cleaning bottom of hole cement grade must not be lower than No. 425, also optional usefulness cement one water glass slurries or chemical grout; Last cleaning bottom of hole slip casting, its aperture is identical with aperture, broken wall hole and along the extension of broken wall centerline hole, and the cleaning bottom of hole degree of depth is 0.5 meter～1.5 meters, continues slip casting behind the cleaning bottom of hole, and the number of times that repeats cleaning bottom of hole slip casting must not be less than twice; For obtaining good water plugging effect, must inject enough slurries amounts, therefore require the every hole grouting amount first time to be 1/4～1/2 of this total injection rate in hole, reduce successively later on, the pit shaft injection rate of every meter slip casting section reaches 30 tons～50 ton hours can finish slip casting.
Forbidden zone that can not broken grouting when the present invention has broken behind the borehole wall to aquifer sand layer, broken through the regulation of original safety regulations in coal mine and job specfication, by handling the example explanation that destroys pit shaft, because the slurries that inject have formed the shutoff of certain thickness fixed curtain layer behind the wall leakage source of pit shaft, changed loose layer of sand structure, the stress that acts on the borehole wall is reduced, thereby improved the stress of pit shaft, the intensity and the stability of pit shaft have been improved, from present embodiment, general final grouting pressure is 6 times of hydrostatic pressure, maximum can reach 12 times, the borehole wall is still safety and sound, not only effectively but also the method for safety, not only can effect a radical cure pit shaft and leak, and the design of back borehole wall waterproof construction and the prevention of frozen construction pit shaft shaft lining breakage are all had directive significance when the present invention is the destruction section borehole wall water burst sandblast of administering in the aquifer sand layer thus, make slurry injection technique that new breakthrough arranged, harness the river for roadway from now on and opened up a new road.
The invention will be further described below in conjunction with embodiment:
Example 1, * * 0.9 meter of ventilating shaft wall thickness, aquifer sand layer behind the borehole wall, 417 meters of well depths, 405 meter two place's borehole wall joint flange dish leaks and is respectively 3 cubic metres/hour and 1 cubic metre/hour, and the sandblast particle diameter is 5 millimeters, after adopting the interior slip casting of wall, weld seam ftractures once more, and water leakage increases to 5.5 cubic metres/hour by 3 cubic metres/hour, and the sandblast particle diameter increases to 12～20 millimeters by 5 millimeters, the slip casting failure, the dangerous situation aggravation.
Use the present invention instead, destroying the reinforcing of section borehole wall employing channel-section steel circle, it is 398 meters that first round is arranged in well depth, it behind its wall non-moisture argillic horizon, arrange four rounds in the slip casting section, array pitch is 5 meters, pitch-row is 3.5 meters, opening the oral pore diameter is 44 millimeters, 0.7 meter of hole depth, fixed orifice pipe diameter is 42 millimeters, pipe range 0.4, the peace high pressure valve, becoming 25 ° of angle directions to beat the relief hole diameter with the open pore axis on the same level of open pore is 44 millimeters, meet in the borehole wall with open pore, fixed orifice pipe diameter is 42 millimeters, 0.4 meter of pipe range, and breaking the cinclides diameter along the extension of open pore axis is 25 millimeters, 1.1 meters of hole depths, exceed 0.2 meter of wall thickness, cement is adopted No. 525 in slip casting then, the water/binder ratio of cement grout is 0.5: 1, the cleaning bottom of hole diameter is 25 millimeters, and dark 0.8 meter of each cleaning bottom of hole is through 2 cleaning bottom of hole slip casting, the pit shaft injection rate of every meter slip casting section is 30 tons, broken grouting pressure is 2 times of hydrostatic pressure, forms 1.0 meters curtain layers behind the slip casting section borehole wall, and the borehole wall obtains reinforcing, slip casting section inflow of water is handled back nine wheat harvesting periods any accident is not taken place as yet less than 0.5 cubic metre/hour.
Example 2, behind * * the pay thick 1.2 meters boreholes wall of the borehole wall is aquifer sand layer, shaft wall fracture appears at 225 meters～230 meters of well depth, maximum flooding quantity is 66 cubic metres/hour, high sediment concentration reaches 5.2%, adopt the interior grouting process of walling crib reinforcing and wall to last 2 years accidents earlier still in aggravation, mine is forced to stop production, adopt the present invention's first round to be arranged in 196 meters of well depth, it behind its wall non-water bearing sand, arrange 12 rounds in the slip casting section, 2 meters of array pitch, 2.5 meters of pitch-rows, opening the oral pore diameter is 42 millimeters, 0.9 meter of hole depth, fixed orifice pipe diameter is 40 millimeters, 0.5 meter of pipe range, the peace high pressure valve, beat 42 millimeters of relief hole diameters on the same level of open pore, its axis and open pore axis angle are 30 ° and meet in the borehole wall with open pore that fixed orifice pipe diameter is 40 millimeters, 0.5 meter of pipe range, breaking the cinclides diameter is 30 millimeters, and hole depth passes 0.3 meter of the borehole wall, adopts No. 525 cement, the water/binder ratio of cement grout is 0.75: 1, the cleaning bottom of hole diameter is 30 millimeters, and dark 1.5 meters of each cleaning bottom of hole is through three cleaning bottom of hole slip casting, broken grouting pressure is 6 times of hydrostatic pressure, every meter slip casting section pit shaft injection rate is 50 tons, forms 3 meters curtain layers behind the slip casting section borehole wall, and the slip casting section borehole wall all obtains reinforcing, slip casting section inflow of water reduces to zero, and two wheat harvesting periods do not go wrong.
Example 3,1.1 meters of * * ventilating shaft wall thickness, it behind the borehole wall aquifer sand layer, borehole wall ring-type occurs destroys at 233 meters～236 meters of well depth, come off 250 millimeters of maximum ga(u)ges of concrete, bar bending, water yield reaches 48 cubic metres/hour, adopt the present invention to reinforce with walling crib earlier at the destruction section borehole wall, first round is arranged in 216 meters of well depth, it behind its wall non-moisture argillic horizon, arrange 8 rounds in the slip casting section, array pitch is 4 meters, 1.5 meters of pitch-rows, opening the oral pore diameter is 50 millimeters, 0.8 meter of hole depth, fixed orifice pipe diameter is 48 millimeters, 0.6 meter of pipe range, peace high pressure valve, beating the relief hole diameter on the open pore horizontal plane is 50 millimeters, two axially bored line angles are 20 °, and meet in the borehole wall, and fixed orifice pipe diameter is 48 millimeters, 0.6 meter of pipe range, the peace high pressure valve, breaking the cinclides diameter is 28 millimeters, hole depth passes 0.4 meter of the borehole wall, adopt No. 625 cement, the water/binder ratio of cement grout is 1: 1, and the cleaning bottom of hole diameter is 28 millimeters, through 2 cleaning bottom of hole slip casting, dark 1.2 meters of each cleaning bottom of hole, broken grouting pressure is 4 times of hydrostatic pressure, and every meter slip casting section pit shaft injection rate is 40 tons, forms 1.2 meters curtain layer behind the slip casting section borehole wall, slip casting section inflow of water is reduced to 3 cubic metres/hour, handles back 5 wheat harvesting periods similar accident does not take place as yet.
From year December in January, 1989 to 1989, in four pit shafts, implemented post grouting process, the pit shaft of subject to severe risks of damage is obtained fast, effectively, safety, high-quality, low consumption ground are handled, thereby the safety that has guaranteed the mine production and construction is carried out, improved economic benefit, therefore said that the present invention is effective, harnessed the river for roadway from now on really and opened up a new road.
Claims (3)
1, a kind of borehole wall grouting method of aquifer sand layer, its method comprises:
(1) carry out the part at a destruction section borehole wall and give consolidation process,
(2) open oral pore perpendicular to the borehole wall, the aperture is generally 40 millimeters～50 millimeters, first round is arranged in the non-aquifer of aquifer sand layer more than 1 meter, open pore is netted arrangement, array pitch perpendicular to the roadway centerline direction is 2 meters～5 meters, the spacing in every row's split shed hole is 1.5 meters～3.5 meters, and hole depth is that thickness of shaft wall deducts 200 millimeters～300 millimeters
(3) fixed orifice pipe is installed high pressure valve,
(4) beating relief hole, promptly is rat holing on the same level of open pore, and two centerline holes constitute the angle less than 45 °, and communicate with open pore in the borehole wall, and its aperture is identical with the open pore aperture,
(5) fixed orifice pipe is installed high pressure valve,
(6) break cinclides along the open pore center line and penetrate the borehole wall, hole depth exceeds 100 millimeters～500 millimeters of the boreholes wall, and aperture, broken wall hole is less than the open pore aperture, and its aperture is generally 25 millimeters～30 millimeters,
(7) injecting water/binder ratio with the grouting pressure of 2～6 times of hydrostatic pressures by the broken wall hole behind the borehole wall is 1～0.5: 1 cement grout, and its cement grade must not be lower than No. 425,
(8) cleaning bottom of hole slip casting, the cleaning bottom of hole aperture is identical with aperture, broken wall hole and extend along the broken wall centerline hole, and each cleaning bottom of hole degree of depth is 0.5 meter～1.5 meters, and cleaning bottom of hole slip casting number of times must not be less than twice.
(annotate: its (3), (5) are preamble, and all the other are characteristic)
2, grouting method as claimed in claim 1, the pit shaft injection rate that it is characterized in that every meter slip casting section are 30 tons～50 tons.
3, grouting method as claimed in claim 1 is characterized in that the open pore aperture is 40 millimeters～50 millimeters, and the relief hole aperture is identical with the open pore aperture, and aperture, broken wall hole is 25 millimeters～30 millimeters, and the cleaning bottom of hole aperture is identical with aperture, broken wall hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 89109459 CN1013132B (en) | 1989-12-26 | 1989-12-26 | Post grouting process for water bearing sand strata behind the wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 89109459 CN1013132B (en) | 1989-12-26 | 1989-12-26 | Post grouting process for water bearing sand strata behind the wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1044513A CN1044513A (en) | 1990-08-08 |
| CN1013132B true CN1013132B (en) | 1991-07-10 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 89109459 Expired CN1013132B (en) | 1989-12-26 | 1989-12-26 | Post grouting process for water bearing sand strata behind the wall |
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| Country | Link |
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| CN (1) | CN1013132B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100412315C (en) * | 2005-01-17 | 2008-08-20 | 中国矿业大学 | Method for preventing well wall from crack by dynamic earth layer reinjecting water |
| CN100363560C (en) * | 2005-11-15 | 2008-01-23 | 陈玉恒 | Method for treating collapsed road surface around inspection-pit for underground lines |
| CN101251019B (en) * | 2008-04-14 | 2010-04-21 | 中铁隧道集团有限公司 | Subsection retrusive slip-casting method for porthole slurry-stop mixed double-pipe |
| CN101985881B (en) * | 2010-09-30 | 2013-05-22 | 兖州煤业股份有限公司 | Method for preventing vertical shaft wellhole from being damaged |
| CN102191770B (en) * | 2011-04-01 | 2012-11-21 | 上海煤气第二管线工程有限公司 | Geology improving method for trenchless construction |
| CN102518470B (en) * | 2011-12-27 | 2014-07-09 | 陕西彬长矿业集团有限公司 | Method for preventing and controlling water by using freezing pipes in annular water intercepting tunnel |
| CN102995647B (en) * | 2012-12-15 | 2014-12-17 | 天津大学 | Underground water control method used for grouting and seepage insulation of pile hole |
| CN105178966A (en) * | 2014-06-04 | 2015-12-23 | 枣庄矿业集团中兴建安工程有限公司 | Grouting process for water blocking by wall breaking for mine vertical shafts |
-
1989
- 1989-12-26 CN CN 89109459 patent/CN1013132B/en not_active Expired
Also Published As
| Publication number | Publication date |
|---|---|
| CN1044513A (en) | 1990-08-08 |
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