CN1051226A - Displacement grouting process for aven shaft sinking through quick sand layer - Google Patents
Displacement grouting process for aven shaft sinking through quick sand layer Download PDFInfo
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- CN1051226A CN1051226A CN 90109990 CN90109990A CN1051226A CN 1051226 A CN1051226 A CN 1051226A CN 90109990 CN90109990 CN 90109990 CN 90109990 A CN90109990 A CN 90109990A CN 1051226 A CN1051226 A CN 1051226A
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Abstract
The replacement grouting method that the present invention proposes is the moisture quicksand of pit shaft bottom in the work progress is squeezed out or to make its ejection layer of sand external with the way of drilling, vacate the space that to support certain hour, the cement paste pressurization for preparing is injected, be full of the space of drifting sand layer as early as possible, make it to form gradually the cement curtain protection rock mass of artificial construction, the intrusion of quicksand and water when preventing wellbore excavation, in the displacement section of drifting sand layer, realized anhydrous sinking shaft construction, guaranteed the shaft mineshaft construction quality, and becoming the well cost is existing freezing process, 50% of special sinkings such as boring method, the engineering average advance also increases.
Description
The invention belongs to a kind of mine job practices, be applicable to the construction of shaft of vertical well table soil drifting sand layer.
Shaft of vertical well is the key project in the mine construction, and its speed of application and construction costs have appreciable impact to the technical economic benefit of whole mine construction.At present, in shaft mineshaft construction, the construction problem of ubiquity thick surface soil drifting sand layer, the existence of drifting sand layer has had a strong impact on shaft mineshaft construction, and the group's phenomenon of collapsing often occurs, for this reason, need to adopt the jus singular construction, at present general special sinking has freezing process, boring method, drop shaft sinking, but that these methods all exist is long in time limit, problems such as equipment complexity, cost height.
The principle of the displacement grouting process for aven shaft sinking through quick sand layer that the present invention proposes is: adopt common shaft mineshaft construction method, near pit shaft is dug drifting sand layer, drill with press water or to utilize confined flow layer of sand self pressure that quicksand is gone out layer of sand with water external, vacate certain space, again cement paste is pressed into, solidifies calculus rapidly.Drifting sand layer is replaced as artificial cement calculus body curtain gradually around the pit shaft, to occur quicksand and water intrusion pit shaft and the borehole wall group of collapsing in the quicksand interval sinking shaft construction dangerous thereby eliminated, and guaranteed normal pit shaft driving and masonry construction.
The objective of the invention is to design a kind of shaft mineshaft construction method that adopts common grouting method to cross the aqueous stream layer of sand.
The concrete grammar step of the displacement grouting process for aven shaft sinking through quick sand layer that the present invention proposes is:
1, in the shaft mineshaft construction process, builds grout cover on the coagulation in the wellbore bottom of shaft excavation during to distance aqueous stream layer of sand 2-6m.
2, around the pit shaft of grout cover upper edge, arrange replacement grouting boring, boring is radially outward tilted 0-20 ° along pit shaft, the boring optimum incline angle is 10 °-12 °, bore diameter is preferably 30-50mm, each all orifice tube of mounting strap valve of holing, orifice tube can be embedded in the grout cover when the building grout cover, or directly installs when boring.The symmetric arrangement in batches of holing, first four holes are arranged at interval by 90 °, insert in the middle of the neutral gear in first hole by 30 ° of intervals in second batch of eight hole, and the like cloth hole in batches, the drifting sand layer in borehole wall scope by displacement and consolidation till.
3, under the situation of meeting non-pressure-bearing aqueous stream layer of sand, adopt diplopore or porous to bore injecting method, two borings of subdrilling or a plurality of boring in the boring of each batch layout, after boring arrives drifting sand layer or a little and enters drifting sand layer, drilling tool in the boring is proposed, water under high pressure is injected in one of them boring, a certain amount of quicksand is gone out from another boring or other several borings, each replacement amount is preferably 1.5-2m
3, close the orifice tube valve that sediment outflow is holed then, connect Grouting Pipe and inject cement grout to water injecting drilling, grouting amount is no less than boring sediment outflow amount.After finishing, slip casting closes the orifice tube valve of injected hole, after treating that cement paste is fixed, this injected hole and another or in addition several clearance holes are continued to creep into downwards, pass artificial calculus body and pierce drifting sand layer, carry out the brill of next same step that circulates and annotate construction, Using such method is replaced layer of sand piecemeal downwards, until this inlet well no longer till the water outlet.Under the situation that runs into the pressure-bearing aquifer sand layer, adopt single hole to bore injecting method, the notes construction is bored in the boring of each batch layout one by one, when boring is got into drifting sand layer or a little and is entered drifting sand layer, drilling tool in the hole is proposed, allow a certain amount of quicksand from this boring, spray voluntarily after, connect the high-pressure slip-casting sebific duct and carry out the slip casting first time, grouting amount is no less than this boring sediment outflow amount, and each replacement amount is preferably 1.5-2m
3Close the orifice tube valve of boring then, when treating the fixed back of cement grout or opening valve not return slurry, continue to creep into downwards, pass artificial calculus body, pierce in the drifting sand layer, begin to carry out the brill notes construction of next same step that circulates, Using such method is replaced quicksand downwards piecemeal till this holes no longer water outlet.
4, treat that whole injected holes are rendered as dry hole after, can be in the direction of the clock one by one the hole carry out packer permeability test, its force value generally equals or a little hydrostatic pressure greater than this stratomere, if this hole water-tight and close on the hole do not have string water phenomenon be qualified, need the after-teeming slurries if there is water outlet south to resemble, after treating that injected hole is checked one time one by one, promptly finish the replacement grouting of this drifting sand layer, make a call to the slip casting effect that this section checked in core drill hole, a large aperture in wellbore centre then, and prolong hole depth to next quicksand interval, grope next section stratum occurrence condition.
The displacement grouting process for aven shaft sinking through quick sand layer that the present invention proposes is that shaft construction has increased a kind of new method again, solved shaft of vertical well effectively and adopted the technical barrier of slip casting method by drifting sand layer, adopt this replacement grouting method can make pit shaft estimate downwards to excavate the position and all around 80% quicksand in the drifting sand layer replaced by cement paste calculus body, some part forms the alternation of bed body of cement and dry sand, even the soil layer of layer of sand top board makes whole slip casting section form a firm integral body also by crisscross cement paste intrusion.Quicksand and phreatic intrusion have not only thoroughly been stopped, and improved the intensity of country rock around the pit shaft, in the displacement section of drifting sand layer, realized anhydrous sinking shaft construction, guaranteed the shaft mineshaft construction quality, and becoming the well cost is 50% of freezing process, boring method, and the engineering average advance also increases.
Accompanying drawing 1 non-pressure-bearing aqueous stream layer of sand replacement grouting method schematic diagram
Accompanying drawing 2 pressure-bearing aqueous stream layer of sand replacement grouting method schematic diagrames
Accompanying drawing 3 injected holes are arranged and the replacement grouting plan view
Accompanying drawing 4 shaft of vertical well tables soil section replacement grouting driving and masonry construction sectional drawing
The present invention will be further described with embodiment below in conjunction with accompanying drawing:
Replacement grouting is to use press water will construct loose in the pit shaft understratum, it is external to meet the promptly mobile stratification sand grains extruding discharge layer of sand of water, if when running into pressure-bearing aqueous stream layer of sand, then need not setting-out, lean on the pressure of drifting sand layer self to make the quicksand ejection, thereby vacate the space that to support certain hour, again the cement grout pressurization for preparing is injected, be full of the space of drifting sand layer as early as possible, form the artificial cement curtain protection rock mass of building gradually, quicksand and phreatic intrusion when preventing wellbore excavation.
For safety and prevention slurries spray in the pit shaft, at shaft mineshaft construction during near drifting sand layer, build a concrete grout cover 2 in wellbore bottom, the position of grout cover 2 preferably is chosen in apart from layer of sand top 1.5-2m, adopt plain concrete construction, as shown in Figure 1, all around a little more than the pit shaft middle part, be convenient to gather trickle among the central water nest above it.The arrow degree height of bottom generally has 0.3-0.5m to get final product, and is convenient to make pressure to be delivered on the borehole wall 1, alleviates grout cover 2 and directly accepts pressure load, lean outward 10 ° of gradients of grout cover 2; Maximum ga(u)ge is 1.5m, is 0.5m in the borehole wall wherein.
After the grout cover building is finished, around the pit shaft of grout cover upper edge, arrange inlet well, in order to make slurries around the pit shaft borehole wall, form effective firm curtain protection body together as far as possible, as close as possible borehole wall when injected hole is arranged, the boring gradient that leans outward is 10 °-12 °, the waste outer 0.5-2m in footpath of the borehole wall is dropped in the position at the bottom of the hole, makes the artificial calculus body 7 after the displacement be truncated cone shape, as shown in Figure 4.In the construction in order to grasp slurries range of scatter and each slip casting effect in layer of sand, inlet well is symmetric arrangement in batches, second batch of eight hole arranged in first four holes at interval by 90 °, insert in the middle of the neutral gear in first hole by 30 ° of intervals, the rest may be inferred divides gradually and pulls on the hole, dwindles pitch-row, till the drifting sand layer in borehole wall scope is by displacement and consolidation, general pitch-row is preferably 0.3-0.5m, and bore arrangement mode as shown in Figure 3.
In boring the notes construction, should select optimal displacement sand amount according to the maximum unsettled condition of quicksand top board soil layer.If a replacement amount is too small, then increase back and forth to bore and annotate number of times, prolonged the engineering time, if a replacement amount is excessive, then the outstanding ability in layer of sand top board place is not enough, in the not i.e. slump of slip casting as yet, certainly will increase the difficulty of slip casting, each replacement amount is preferably 1.5-2m
3, each hole from start to end, general reciprocal brill is annotated number of times and can be reached 6-20 time.During the construction of brill notes, under the situation that runs into non-pressure-bearing aqueous stream layer of sand 6, adopt diplopore or porous to bore the notes method, one of them hole is individual to be setting-out and injected hole, and another boring or other several borings are clearance hole, as shown in Figure 1.Under the situation that runs into pressure-bearing aqueous stream layer of sand 8, adopt single hole to bore the notes method, when drill bit contact layer of sand or a little enter in the layer of sand, present artesian condition in the layer, drilling tool 5 is proposed, allow the water sand blasting go out 1-2m
3After close valve 4 on the orifice tube 3 again, pressure injection cement paste in the hole then, after the end of brill notes waits 2-4 hour cement paste to solidify for the first time, or open valve and do not return when starching, can carry out boring the second time and annotate, back and forth bore so again and again and annotate, as shown in Figure 2, deepening is to the layer of sand base plate always, and no longer till the water outlet sand, the hole of having finished should occur with emptying aperture in this hole, when etc. late water when string slurry phenomenon appears in local pressure break when infiltration occurring or closing on boring slip casting, again cleaning bottom of hole slip casting has water sand person must sweep out multiple notes in all injected holes, can finish until whole injected hole presents the dry hole shape.
The orifice tube 3 of boring and valve 4 can be pre-buried when the building grout cover, also can install when drilling.Being separated by nearer quicksand for multilayer can the construction of shared grout cover brill notes.
Final grouting pressure determine to depend on the condition of being annotated the space because replacement grouting transposition mutually basically, pressure does not need excessive can achieving the goal.Sand grains is very wide with the water institute's formation scope that flows under hydraulic action, if the diffusion slurries can reach several kilometers far away along waterpower carrying direction is reverse, each final grouting pressure is controlled at 1.5-20MP
0, no matter whether final pressure reaches, and promptly should stop to annotate as long as whole volume index reaches standard, its objective is that controlling slurries piles up thickening gradually in the not far place of distance pit shaft, forms effectively desirable artificial cement calculus body 7, thereby replaces drifting sand layer.
After treating that whole injected holes are rendered as dry hole, promptly in the direction of the clock one by one the hole carry out packer permeability test, its force value generally equals or a little hydrostatic pressure greater than this stratomere, if this hole water-tight or close on the hole do not have the string phenomenon be qualified, otherwise still need after-teeming, after treating that injected hole is checked one time one by one, promptly finish this section slip casting.Make a call to an aperture 90mm boring and coring in wellbore centre then and check this section slip casting effect, and prolong hole depth, grope next section stratum occurrence condition, be the replacement grouting construction proposition geologic data of next drifting sand layer to next slip casting section.
Claims (3)
1, a kind of displacement grouting process for aven shaft sinking through quick sand layer is characterized in that:
(1) in the shaft mineshaft construction process, builds a concrete grout cover 2 in the wellbore bottom of shaft excavation to the time apart from aqueous stream layer of sand 2-6m;
(2) around the pit shaft of grout cover upper edge, arrange inlet well, the relative pit shaft of holing radially outward tilts 0-20 °, the symmetric arrangement in batches of holing, second batch of eight hole arranged in first four holes at interval by 90 °, insert in the middle of the neutral gear in first hole by 30 ° of intervals, and the like cloth hole in batches, dwindle pitch-row gradually, till the drifting sand layer in the borehole wall 1 scope is by displacement and consolidation;
(3) under the situation of non-pressure-bearing aqueous stream layer of sand 6, adopt diplopore or porous to bore injecting method, two borings of subdrilling or a plurality of boring in the boring of each batch layout, when boring arrives drifting sand layer or a little and enters drifting sand layer, drilling tool 5 is proposed, in one of them boring, annotate water under high pressure, a certain amount of sulphur sand is rushed out from another hole or other several borings, close the valve 4 on the orifice tube 3 of sediment outflow boring then, inject cement paste in water injection hole, grouting amount is no less than boring sediment outflow amount, closes the orifice tube valve of injected hole after slip casting finishes, after treating that cement grout is fixed, this injected hole and another or in addition several clearance holes are continued to creep into downwards, pass cement calculus body 7 and pierce drifting sand layer, carry out the brill of next same step that circulates and annotate construction, Using such method is replaced quicksand piecemeal downwards, until this inlet well no longer till the water outlet sand;
(4) under the situation of pressure-bearing aqueous stream layer of sand 8, adopt single hole to bore injecting method, the notes construction is bored in the boring of each batch layout one by one, when boring is got into drifting sand layer or a little and is entered drifting sand layer, drilling tool 5 is proposed, after allowing the quicksand of some from this boring, spray, connect Grouting Pipe and carry out injecting the first time cement paste, grouting amount is no less than boring sediment outflow amount, closes the drilling orifice tube valve then, treat that cement grout solidifies the back or opens valve when not returning slurry, continue to creep into downwards, pass cement calculus body 7, pierce in the drifting sand layer, the brill that carries out next same step that circulates is annotated the construction Using such method and is replaced quicksand piecemeal downwards, till this holes no longer water outlet sand;
(5) treat that whole injected holes are rendered as dry hole after, promptly in the direction of the clock one by one the hole carry out packer permeability test, its force value generally equals or a little hydrostatic pressure greater than this stratomere, if this hole water-tight or close on the hole do not have string water phenomenon be qualified, annotate otherwise still need replenish to bore, after treating that injected hole is checked one time one by one, promptly finish the replacement grouting work of this drifting sand layer.
2, a kind of displacement grouting process for aven shaft sinking through quick sand layer as claimed in claim 1 is characterized in that bore diameter is 30-50mm, and dip angle of hole is 10 °-12 °, and pitch-row is 0.3-0.5m.
3, a kind of as claim 1 and 2 described displacement grouting process for aven shaft sinking through quick sand layer, it is characterized in that each each quicksand replacement amount of holing is 1.5-2m
3
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 90109990 CN1025799C (en) | 1990-12-18 | 1990-12-18 | Displacement grouting process for aven shaft sinking through quick sand layer |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 90109990 CN1025799C (en) | 1990-12-18 | 1990-12-18 | Displacement grouting process for aven shaft sinking through quick sand layer |
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| Publication Number | Publication Date |
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| CN1051226A true CN1051226A (en) | 1991-05-08 |
| CN1025799C CN1025799C (en) | 1994-08-31 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 90109990 Expired - Fee Related CN1025799C (en) | 1990-12-18 | 1990-12-18 | Displacement grouting process for aven shaft sinking through quick sand layer |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1043483C (en) * | 1994-07-30 | 1999-05-26 | 海勃湾矿务局基本建设第一工程处 | Open caisson method of inclined shaft |
| CN100363560C (en) * | 2005-11-15 | 2008-01-23 | 陈玉恒 | Method for treating collapsed road surface around inspection-pit for underground lines |
| CN102108869A (en) * | 2010-12-30 | 2011-06-29 | 山东科技大学 | Grout stop pad construction method for kilometer vertical shaft grouting for water control |
| CN102536247A (en) * | 2010-12-30 | 2012-07-04 | 中国华冶科工集团有限公司 | Construction method of still-water cement grout pad |
| CN104060992A (en) * | 2014-06-18 | 2014-09-24 | 天地科技股份有限公司 | Mud replacement device by long-setting liquid cement during freezing method construction |
| CN105927231A (en) * | 2016-05-24 | 2016-09-07 | 中国矿业大学 | Circulating induction curtain grouting method for inclined shaft to pass through water-rich compact quicksand layer |
| CN108506020A (en) * | 2017-07-06 | 2018-09-07 | 中铁十八局集团有限公司 | A kind of huge loose U-shaped curtain concretion method of talus earth's surface foam slip casting of tunnel entrance |
| CN109611098A (en) * | 2019-01-18 | 2019-04-12 | 马钢集团矿业有限公司 | A kind of shaft of vertical well quick freezing method under the conditions of deep layer runoff water is larger |
| CN110847911A (en) * | 2019-10-16 | 2020-02-28 | 河北钢铁集团矿业有限公司 | Vertical shaft tunneling construction method for passing through thin quicksand layer |
| CN113027462A (en) * | 2021-05-06 | 2021-06-25 | 万宝矿产有限公司 | Reinforcing method for vertical shaft penetrating through weak surrounding rock |
| CN114108639A (en) * | 2021-11-17 | 2022-03-01 | 上海市机械施工集团有限公司 | Construction method for foundation pit bottom sealing |
Families Citing this family (1)
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| CN101818644B (en) * | 2010-05-14 | 2011-11-30 | 北京中煤矿山工程有限公司 | Well digging process of mining vertical shaft by adopting one-drilling well completion and well drilling method |
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1990
- 1990-12-18 CN CN 90109990 patent/CN1025799C/en not_active Expired - Fee Related
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1043483C (en) * | 1994-07-30 | 1999-05-26 | 海勃湾矿务局基本建设第一工程处 | Open caisson method of inclined shaft |
| CN100363560C (en) * | 2005-11-15 | 2008-01-23 | 陈玉恒 | Method for treating collapsed road surface around inspection-pit for underground lines |
| CN102108869A (en) * | 2010-12-30 | 2011-06-29 | 山东科技大学 | Grout stop pad construction method for kilometer vertical shaft grouting for water control |
| CN102536247A (en) * | 2010-12-30 | 2012-07-04 | 中国华冶科工集团有限公司 | Construction method of still-water cement grout pad |
| CN102108869B (en) * | 2010-12-30 | 2012-09-05 | 山东科技大学 | Grout stop pad construction method for kilometer vertical shaft grouting for water control |
| CN102536247B (en) * | 2010-12-30 | 2014-07-30 | 中国华冶科工集团有限公司 | Construction method of still-water cement grout pad |
| CN104060992A (en) * | 2014-06-18 | 2014-09-24 | 天地科技股份有限公司 | Mud replacement device by long-setting liquid cement during freezing method construction |
| CN104060992B (en) * | 2014-06-18 | 2016-03-09 | 天地科技股份有限公司 | Extended slurry displacement mud device in construction freezing method |
| CN105927231A (en) * | 2016-05-24 | 2016-09-07 | 中国矿业大学 | Circulating induction curtain grouting method for inclined shaft to pass through water-rich compact quicksand layer |
| CN105927231B (en) * | 2016-05-24 | 2018-06-29 | 中国矿业大学 | Circulating induction curtain grouting method for inclined shaft to pass through water-rich compact quicksand layer |
| CN108506020A (en) * | 2017-07-06 | 2018-09-07 | 中铁十八局集团有限公司 | A kind of huge loose U-shaped curtain concretion method of talus earth's surface foam slip casting of tunnel entrance |
| CN109611098A (en) * | 2019-01-18 | 2019-04-12 | 马钢集团矿业有限公司 | A kind of shaft of vertical well quick freezing method under the conditions of deep layer runoff water is larger |
| CN110847911A (en) * | 2019-10-16 | 2020-02-28 | 河北钢铁集团矿业有限公司 | Vertical shaft tunneling construction method for passing through thin quicksand layer |
| CN113027462A (en) * | 2021-05-06 | 2021-06-25 | 万宝矿产有限公司 | Reinforcing method for vertical shaft penetrating through weak surrounding rock |
| CN113027462B (en) * | 2021-05-06 | 2023-11-24 | 万宝矿产有限公司 | Reinforcing method for shaft penetrating through weak surrounding rock |
| CN114108639A (en) * | 2021-11-17 | 2022-03-01 | 上海市机械施工集团有限公司 | Construction method for foundation pit bottom sealing |
| CN114108639B (en) * | 2021-11-17 | 2023-06-20 | 上海市机械施工集团有限公司 | Construction method for foundation pit bottom sealing |
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| CN1025799C (en) | 1994-08-31 |
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