CN1044513A - Post grouting process when being aquifer sand layer behind the wall - Google Patents
Post grouting process when being aquifer sand layer behind the wall Download PDFInfo
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- CN1044513A CN1044513A CN 89109459 CN89109459A CN1044513A CN 1044513 A CN1044513 A CN 1044513A CN 89109459 CN89109459 CN 89109459 CN 89109459 A CN89109459 A CN 89109459A CN 1044513 A CN1044513 A CN 1044513A
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Abstract
The invention reside in provides a kind of post grouting process when being aquifer sand layer behind the borehole wall, it is characterized in that punching the borehole wall, by slip casting in the aquifer sand layers of operation behind borehole wall crack and wall such as punching, fixed orifice pipe, slip casting, it is fixed that aquifer sand layer is obtained, form certain thickness curtain layer and fuse with the borehole wall, cut off the water supply, borehole wall crack obtains filling, borehole wall stress improves, thereby reach the purpose that leak stopping is reinforced, the present invention makes slurry injection technique that new breakthrough arranged, and harnesses the river for roadway from now on and has opened up a new road.
Description
Post grouting process when the invention belongs to behind a kind of borehole wall to aquifer sand layer, slurry injection technique is exactly to inject the gel slurries with artificial method in the hole of rock fracture or scall, so that stop up crack or consolidating stratum, play the effect of water blockoff and reinforcing, press the asynchronism(-nization) of mortar depositing construction, slip casting method can be divided into gives slip casting and grouting behind shaft or drift lining, grouting behind shaft or drift lining is to build the Grouting engineering that is carried out after the wall in well lane engineering, it is divided into slip casting and grouting behind shaft or drift lining in the wall, slip casting is to utilize slip casting facility and grout pipe line by being fixed on the Grouting Pipe on the borehole wall in the wall, slurries are injected in the borehole wall crack, make its diffusion certain distance gel and water blockoff.And the difference of slip casting only is that the slip casting position is different in grouting behind shaft or drift lining and the wall, and the borehole wall is passed in the grouting behind shaft or drift lining hole, injects slurries by its stratum behind wall, treat that it solidifies after, the effect of playing leak stopping and reinforcing the borehole wall.
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, the water leakage of the pit shaft after building up according to the 3rd, 5,21 of newly organized " State Standard of the People's Republic of China's Code for construction and acceptance of mining pit engineering " in 1989 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.All adopt " directly leak stopping grouting process method " (patent No. 85105852.3 is authorized on August 6th, 1988) its process sequence to be to the slip casting of bad ground at present: punching → fixed orifice pipe → pressure release → leak stopping → slip casting.When borehole wall section is aquifer sand layer, be in fear of injected hole to penetrate the borehole wall and a large amount of water bursts take place to run husky accident, therefore all adopt slip casting in the wall for a long time, in above-mentioned standards of acceptance the 3rd, 5, article 24, the layout in grouting behind shaft or drift lining hole should meet the following requirements: " when slip casting Duan Bihou is aquifer sand layer; the degree of depth of injected hole must not surpass 3/5 of thickness of shaft wall; the hole depth of double-layer wall of well should enter outer shaft wall 100mm ", promptly when being aquifer sand layer behind the borehole wall, slip casting in the only suitable employing wall, by boring direct leak stopping slip casting is carried out in the crack in the borehole wall, the purpose that reaches leakage stopping and reinforce the borehole wall.
In recent years near the bottom water sand of horizon d because a large amount of drainages of mine water, underground flood peak is descended significantly, sinkage appearred in ground around pit shaft reached, cause the borehole wall seriously to break, for example certain vertical wall thickness is 1.2m, in well depth 225.5m～230.5m place water burst sandblast, maximum flooding quantity is 66 cubic metres/hour, sand content is up to 5.2%, the concrete maximum ga(u)ge that comes off is 250mm, bar bending, cause the fixation means that is installed in the pit shaft to produce serious offset phenomena, the only surplus 10mm in cage guide and borehole wall gap, this has substantially exceeded the requirement (should be 150mm) of standard, handle for the first time is to adopt intensive channel-section steel circle to reinforce the borehole wall in well depth 220m～236m section earlier, make a call to 9 bore bleeder waters then at the water outlet position, and with direct leak stopping grouting process method, carry out slip casting in the wall, with water seal to 1 cubic metre/hour, handle pit shaft continuation distortion over back 2 years, four gutters that are arranged on well depth 236～268m section produce its maximum radial displacement of flexural deformation and reach 763mm, water yield reaches 5 cubic metres/hour, mine is forced to stop production, this method is just done simple reinforcement to the borehole wall, controls in table do not control, and can not improve the stress of pit shaft, therefore to being aquifer sand layer behind the wall and administered by the pit shaft of heavy damage, become difficult problem that urgency is to be solved in the current mine safety in production.
The object of the present invention is to provide a kind of borehole wall of punching, slip casting in the aquifer sand layer behind borehole wall crack and wall, form certain thickness curtain layer and fuse with the borehole wall behind wall and cut off the water supply, borehole wall stress improves, thereby reaches the purpose of reinforcing the borehole wall.
For a long time, being considered as the forbidden zone by broken grouting, its main cause during for aquifer sand layer behind the borehole wall: the one, think that in a single day injected hole penetrates the borehole wall, a large amount of water bursts take place probably run the sand accidents; The 2nd, worry that the slip casting pressurization can cause borehole wall drum broken, cause a large amount of water bursts to run sand, make shaft flooding, so that scrap, and being based on the size of utilizing bore flooding quantity, post grouting process is directly proportional with the aperture, and the principle of porous shunting can be controlled the water burst race sand amount after injected hole penetrates the borehole wall, the feature that has excellent permeability according to hydraulic pressure conduction principle and layer of sand, the grouting pressure that injects layer of sand is evenly spread, to all directions pressure release, can not cause the buttress phenomenon, just in 227 broken wall holes of having implemented at present, general final grouting pressure is 6 times of hydrostatic pressure, 12 times of up, the borehole wall is still safety and sound, owing to behind wall, form certain thickness curtain layer the stressed of borehole wall unit area reduced, thereby improved the stress of pit shaft, but the slurries that inject after can fixed wall the layer of sand also filling borehole wall crack reinforce the borehole wall, the leakage source of blocking-up pit shaft, now found out one by test and be enclosed within safety in the various aquifer sand layer, the post grouting process of high-quality, forbidden zone that can not broken grouting when having broken behind the borehole wall to aquifer sand layer makes slurry injection technique that new breakthrough arranged, and harnesses the river for roadway from now on and has opened up a new road.
The activities of the inventive method is: open oral pore → fixed orifice pipe, press high pressure valve → beat relief hole → fixed orifice pipe, by high pressure valve → break cinclides → to grouting behind shaft or drift lining → cleaning bottom of hole → slip casting.
Punching can be divided into two kinds of injected hole and relief holes, and injected hole comprises open pore, three kinds of broken wall hole and cleaning bottom of holes, injected hole is netted arrangement, array pitch is 2m～5m, pitch-row is 1.5m～3.5m, and first round is arranged in the non-aquifer away from aquifer sand layer, and hatch bore diameter is generally diameter 40mm～50mm, hole depth is that wall thickness deducts 200mm～300mm, extend along the open pore axis in the broken wall hole, penetrates the borehole wall, and its aperture is diameter 25mm～30mm, hole depth exceeds borehole wall 100mm～500mm, and cleaning bottom of hole also is to extend on the basis in broken wall hole along same axis, and each cleaning bottom of hole degree of depth is 0.5m～1.5m, and the aperture of cleaning bottom of hole is identical with the broken wall aperture.
The effect of relief hole is that the safety of guaranteeing the slip casting operation carries out, and it and injected hole are arranged on the same level, and acutangulate relation with injected hole, and communicate with open pore in the borehole wall, and its aperture is diameter 40mm～50mm.
Can select injecting paste material will directly have influence on the effect of water blockoff, reinforcing with holding water, the present invention selects cement grout for use, its water/binder ratio is 1～0.5: 1, cement grade is higher than No. 425, also can use cement-sodium silicate double liquid and other chemical grout, broken grouting pressure is 2～6 times of hydrostatic pressure, will carry out twice above cleaning bottom of hole slip casting for making the curtain layer reach certain thickness.
Every hole grouting amount for the first time is 1/4～1/2 of this total injection rate in hole, reduces successively later on, and the pit shaft injection rate of every meter slip casting section is 30～50 tons.
The invention will be further described below in conjunction with embodiment:
Example 1, * * the thick 0.9m of the ventilating shaft borehole wall, it behind the wall aquifer sand layer, at well depth 417m, 405m two place's borehole wall joint flange dishes leak and are respectively 3 cubic metres/hour and 1 cubic metre of/hour sandblast particle diameter is 5mm, adopts in the wall after the slip casting, and weld seam ftractures once more, water leakage increases to 5.5 cubic metres/hour by 3 cubic metres/hour, the sandblast particle diameter increases to 12～20mm by 5mm, slip casting failure, dangerous situation aggravation.
Use the present invention instead, it is the 398m place that first round is arranged in well depth, is non-moisture argillic horizon behind its wall, arranges four rounds in the slip casting section, and array pitch is 5m, and pitch-row is 3.5m.Opening the oral pore diameter is 44mm, hole depth 0.7m, fixed orifice pipe diameter is 42mm, pipe range 0.4m, press high pressure valve, on the same level of open pore, become 25 ° of angular direction to beat relief hole diameter 44mm, meet in the borehole wall with open pore with the open pore axis, fixed orifice pipe diameter is 42mm, pipe range 0.4m, breaking the cinclides diameter along the extension of open pore axis is 25mm, hole depth 1.1m, exceed wall thickness 0.2m, cement is adopted No. 525 in slip casting then, and the water/binder ratio of cement grout is 0.5: 1, the pit shaft injection rate of every meter slip casting section is 30 tons, broken grouting pressure is 2 times of hydrostatic pressure, forms 1.0m curtain layer 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 1.2m borehole wall of the borehole wall is aquifer sand layer, shaft wall fracture appears at well depth 225m～230m place, 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 well depth 196m place, it behind its wall non-water bearing sand, arrange 12 rounds in the slip casting section, array pitch 2m, pitch-row 2.5m, opening the oral pore diameter is 42mm, hole depth 0.9m, fixed orifice pipe diameter is 40mm, pipe range 0.5m, press high pressure valve, on the same level of open pore, beat relief hole diameter 42mm, its axis and open pore axis angle are 30 ° and meet in the borehole wall with open pore that fixed orifice pipe diameter is 40mm, pipe range 0.5m, breaking the cinclides diameter is 30mm, hole depth passes borehole wall 0.3m, adopts No. 525 cement, and the water/binder ratio of cement grout is 0.75: 1, the cleaning bottom of hole diameter is 30mm, each dark 1.5m of cleaning bottom of hole, through three cleaning bottom of hole slip casting, broken grouting pressure is that 6 times every meter slip casting section pit shaft injection rate of hydrostatic pressure is 50 tons, behind the slip casting section borehole wall, form 3m curtain layer, the slip casting section borehole wall all obtains reinforcing, and slip casting section inflow of water reduces to zero, and two wheat harvesting periods do not go wrong.
Example 3, * * ventilating shaft wall thickness 1.1m, it behind the wall aquifer sand layer, borehole wall ring-type occurs destroys at well depth 233m～236m place, the concrete maximum ga(u)ge 250mm that comes off, bar bending, water yield reaches 48 cubic metres/hour, adopt the present invention's first round to be arranged in well depth 216m place, it behind its wall non-moisture argillic horizon, arrange 8 rounds in the slip casting section, array pitch is 4m, pitch-row 1.5m, opening the oral pore diameter is 50mm, hole depth 0.8mm, fixed orifice pipe diameter is 48mm, pipe range 0.6m, press high pressure valve, beating the relief hole diameter on the open pore horizontal plane is 50mm, and two axially bored line angles are 20 °, and fixed orifice pipe diameter is 48mm, pipe range 0.6m, press high pressure valve, breaking the cinclides diameter is 28mm, and hole depth passes borehole wall 0.4m, adopt No. 625 cement, the water/binder ratio of cement grout is 1: 1, and the cleaning bottom of hole diameter is 28mm, through 2 cleaning bottom of hole slip casting, each dark 1.2m of 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 the curtain layer of 1.2m 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 processes, thereby the safety that has guaranteed the mine production and construction is carried out, improved economic benefit, therefore say that the present invention is effective, really harness the river for roadway from now on and opened up a new road.
Claims (6)
1, a kind of by punching, the fixed orifice pipe, post grouting process when being aquifer sand layer behind the leak stopping that grouting with plunger is formed, the reinforcing borehole wall, after it is characterized in that punching the borehole wall, aquifer sand layer slip casting behind wall, its activities is to open oral pore → fixed orifice pipe earlier, presses high pressure valve → beat relief hole → fixed orifice pipe, by high pressure valve → break cinclides → to grouting behind shaft or drift lining → cleaning bottom of hole slip casting.
2, a kind of post grouting process as claimed in claim 1, it is characterized in that injected hole is netted arrangement, array pitch is 2m～5m, pitch-row is 1.5m～3.5m, first round is arranged in the non-aquifer away from aquifer sand layer, the open pore diameter is 40mm～50mm, hole depth is that wall thickness deducts 200mm～300mm, extend along the open pore axis in the broken wall hole, penetrates the borehole wall, and its aperture is diameter 25mm～30mm, hole depth exceeds borehole wall 100mm～500mm, cleaning bottom of hole also is to extend on the basis in broken wall hole along same axis, and each cleaning bottom of hole degree of depth is 0.5m～1.5m, and the aperture of cleaning bottom of hole is identical with the broken wall aperture.
3, a kind of post grouting process as claimed in claim 1, it is characterized in that: relief hole and injected hole are arranged on the same level, and acutangulate relation with injected hole, and communicate with open pore in the borehole wall, and its aperture is diameter 40mm～50mm.
4, a kind of post grouting process as claimed in claim 1 is characterized in that: select cement grout for use, cement grade is higher than No. 425, and water/binder ratio is 1～0.5: 1.
5, a kind of post grouting process as claimed in claim 1 is characterized in that: broken grouting pressure is 2～6 times of hydrostatic pressure, must carry out twice above cleaning bottom of hole slip casting.
6, a kind of post grouting process as claimed in claim 1 is characterized in that: the pit shaft injection rate of every meter slip casting section is 30 tons～50 tons.
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 true CN1044513A (en) | 1990-08-08 |
| CN1013132B 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 |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1013132B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100363560C (en) * | 2005-11-15 | 2008-01-23 | 陈玉恒 | Method for treating collapsed road surface around inspection-pit for underground lines |
| 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 |
| 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 |
| CN101985881A (en) * | 2010-09-30 | 2011-03-16 | 兖州煤业股份有限公司 | Method for preventing vertical shaft wellhole from being damaged |
| CN102191770A (en) * | 2011-04-01 | 2011-09-21 | 上海煤气第二管线工程有限公司 | Geology improving method for trenchless construction |
| CN102518470A (en) * | 2011-12-27 | 2012-06-27 | 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 |
| CN102995647A (en) * | 2012-12-15 | 2013-03-27 | 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
Cited By (12)
| 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 |
| CN101985881A (en) * | 2010-09-30 | 2011-03-16 | 兖州煤业股份有限公司 | Method for preventing vertical shaft wellhole from being damaged |
| 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 |
| CN102191770A (en) * | 2011-04-01 | 2011-09-21 | 上海煤气第二管线工程有限公司 | Geology improving method for trenchless construction |
| 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 |
| CN102518470A (en) * | 2011-12-27 | 2012-06-27 | 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 |
| 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 |
| CN102995647A (en) * | 2012-12-15 | 2013-03-27 | 天津大学 | Underground water control method used for grouting and seepage insulation of pile hole |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1013132B (en) | 1991-07-10 |
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