CN202370524U - Water control construction structure for working face of shaft body of air return vertical shaft - Google Patents
Water control construction structure for working face of shaft body of air return vertical shaft Download PDFInfo
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- CN202370524U CN202370524U CN 201120560250 CN201120560250U CN202370524U CN 202370524 U CN202370524 U CN 202370524U CN 201120560250 CN201120560250 CN 201120560250 CN 201120560250 U CN201120560250 U CN 201120560250U CN 202370524 U CN202370524 U CN 202370524U
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- shaft
- vertical well
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- grouting
- grout cover
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Abstract
The utility model discloses a water control construction structure for a working face of a shaft body of an air return vertical shaft. The water control construction structure comprises a cylindrical grout cover, a plurality of grouting holes, a plurality of grouting orifice pipes and grouting equipment, wherein the cylindrical grout cover is arranged inside a shaft of a constructed vertical shaft before tunneling of the vertical shaft working face and is formed through concrete placing; the grouting holes are distributed on the cylindrical grout cover in the circumferential direction; the grouting orifice pipes are arranged on the upper parts of the grouting holes respectively; the grouting equipment is connected with the grouting orifice pipes through grouting pipes; the grouting holes are all tilted drilled holes which gradually tilt outwards from top to bottom and the radial tilt angle a is 4-5 degrees; and the top height and the bottom height of the grouting holes correspond to roof height and floor height of a water-containing layer in the construction region inside the shaft of the constructed vertical shaft respectively. The water control construction structure has the advantages of rational structural design, simple construction steps, low difficulty in actual operation, good water control effect and capabilities of forming an annular water isolating layer for performing effective isolation on the water-containing layer inside the shaft of the constructed vertical shaft and effectively guaranteeing the construction safety of the shaft.
Description
Technical field
The utility model belongs to the anti-technical field of construction of harnessing the river of vertical well bore work plane, especially relates to the anti-constructing structure of harnessing the river of a kind of return air vertical well bore work plane.
Background technology
Adopt in the normal sinking construction return air vertical process, to compare discrepancy bigger when hydrogeological situation that on-the-spot hydrogeological situation and well verify disclose occurring; Simultaneously during return air vertical shaft working surface jewel hole, the boring water outlet also has pressure, can not normal charge, and the face that should quit work driving carried out work plane and visited water, slip casting in order to guarantee construction safety this moment.For example for adopting the normal sinking construction and designing for the central return air vertical that clean diameter is 7.5m, well depth 583.3m, table soil section thickness is 133.5m; Pit shaft table soil section, weathered rocks section and part rock section adopt the steel bar concrete supporting, and rock section adopts plain concrete supporting.Upper wellbore table soil section, weathered rocks section and part rock section wall thickness 750mm, pit shaft bottom rock section wall thickness 550mm, concrete strength grade C45.Actual carrying out in the shaft excavation process specifically is driving during to-166m, and inflow of water is 12m
3/ h; Main shaft of vertical well driving of other construction point during to-186m water yield be 86m
3/ h, secondary shaft of vertical well driving during to-180m water yield be 81m
3/ h, thus the hydrogeological situation that discloses of on-the-spot hydrogeological situation and well verify to compare discrepancy bigger.Simultaneously during return air vertical shaft working surface jewel hole, the boring water outlet also has pressure, can not normal charge, and this moment at present the work plane country rock be medium sandstone, hard, diagonal bedding, thick-layer shape, block structure, cranny development.For guaranteeing construction safety, the face that should quit work driving carries out work plane and visits water, slip casting.Nowadays, the work plane under this kind situation is visited water, mortar depositing construction also neither one standard and perfect job practices at present.Thereby in the practice of construction process; There is lack of standard in the anti-construction of harnessing the river of return air vertical well bore work plane; Have certain potential safety hazard in the construction, the actual job difficulty is bigger, and the control water-bound that construction is accomplished exists number of drawbacks and deficiencies such as efficiency of construction is lower, the effect of preventing harnessing the river is relatively poor.
The utility model content
The utility model technical problem to be solved is to above-mentioned deficiency of the prior art; Provide a kind of return air vertical well bore work plane the anti-constructing structure of harnessing the river; Its reasonable in design, construction sequence are simply and the actual job difficulty is less, it is effective to prevent harnessing the river; Can effectively guarantee shaft construction safety at annular water barrier that the aquifer is effectively isolated of the inboard formation of construction shaft of vertical well.
For solving the problems of the technologies described above; The technical scheme that the utility model adopts is: the anti-constructing structure of harnessing the river of a kind of return air vertical well bore work plane; It is characterized in that: comprise be laid in before the vertical shaft working surface driving institute shaft of vertical well of constructing inboard and the cylindric grout cover that forms by concreting, along the circumferential direction be laid in a plurality of injected holes on the cylindric grout cover, be installed in a plurality of slip casting orifice tubes on a plurality of said injected holes top and the grouting equipment that joins through grouting pipe and a plurality of said slip casting orifice tube respectively; The internal diameter of said shaft of vertical well is Φ 6.5m～Φ 8.5m, and the radial rake a that a plurality of said injected holes are outward-dipping gradually inclined drill and said inclined drill from top to bottom is 4 °～5 °; The overhead height of a plurality of said injected holes and bottom level are corresponding with top board height and the base plate height in existing aquifer in the inboard institute of the construction shaft of vertical well construction area respectively, and slip casting is accomplished the back at annular water barrier that said aquifer is isolated of construction shaft of vertical well inboard formation; The overhead height of a plurality of said injected holes all upper level with cylindric grout cover is consistent; The diameter of said cylindric grout cover is consistent with the internal diameter of shaft of vertical well, and the centerline hole at a plurality of said injected holes top is 0.3m～0.5m apart from the spacing between the shaft of vertical well inside wall; The spacing that a plurality of said injected holes are between even laying and adjacent two the injected hole tops is 1.2m～1.6m.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane; It is characterized in that: said slip casting orifice tube is the steel pipe of diameter of phi 108mm ± 10mm and length 4.5m ± 0.5m; The top of a plurality of said slip casting orifice tubes is all fixed through the location collar tie beam that is processed by channel-section steel, and said location collar tie beam is laid in cylindric grout cover top.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane is characterized in that: a plurality of said slip casting orifice tubes top all is welded with the flange that is used to install said grouting pipe, and between said slip casting orifice tube and the said grouting pipe high pressure sluice valve is installed.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane is characterized in that: the thickness B=P0r/ of said cylindric grout cover [σ]+0.3r, final grouting pressure and its unit when P0 is a plurality of said injected hole slip casting in the formula are Kg/cm
2, r by the waste radius of construction shaft of vertical well, [σ] adopted concrete permission compressive strength and its unit by cylindric grout cover is Kg/cm
2
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane, it is characterized in that: the thickness of said cylindric grout cover is 3.5m～4.2m.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane is characterized in that: also comprise the grout cover back-up coat that is laid between cylindric grout cover and the shaft of vertical well inside wall and cylindric grout cover is reinforced.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane is characterized in that: also comprise the drilling construction platform of setting up above said cylindric grout cover.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane, it is characterized in that: the quantity of said injected hole is 10～18.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane, it is characterized in that: the quantity of said injected hole is 14.
The anti-constructing structure of harnessing the river of above-mentioned return air vertical well bore work plane is characterized in that: also comprise a slip casting inspection eye that is laid in the middle part of institute's shaft of vertical well of constructing.
The utility model compared with prior art has the following advantages:
1, reasonable in design, construction sequence simple and realize convenient.
2, efficiency of construction height and actual job difficulty are less, and safety factor is high.
3, anti-ly harness the river effectively, slip casting is accomplished the back at annular water barrier that the aquifer is effectively isolated of construction shaft of vertical well inboard formation.
In sum; The utility model reasonable in design, construction sequence are simply and the actual job difficulty is less, it is effective to prevent harnessing the river; Can effectively guarantee shaft construction safety at annular water barrier that the aquifer is effectively isolated of the inboard formation of construction shaft of vertical well.
Through accompanying drawing and embodiment, the technical scheme of the utility model is done further detailed description below.
Description of drawings
Fig. 1 is the structural representation of the utility model.
Fig. 2 is the A-A sectional view of Fig. 1.
Description of reference numerals:
The 1-shaft of vertical well; The cylindric grout cover of 2-; The 3-injected hole;
4-slip casting orifice tube.
The specific embodiment
Like Fig. 1, shown in Figure 2; The utility model comprise be laid in before the vertical shaft working surface driving institute's shaft of vertical well of constructing 1 inboard and the cylindric grout cover 2 that forms by concreting, along the circumferential direction be laid in a plurality of injected holes 3 on the cylindric grout cover 2, be installed in a plurality of slip casting orifice tubes 4 on a plurality of said injected holes 3 tops and the grouting equipment that joins through grouting pipe and a plurality of said slip casting orifice tube 4 respectively; The internal diameter of said shaft of vertical well 1 is Φ 6.5m～Φ 8.5m, and the radial rake a that a plurality of said injected holes 3 are outward-dipping gradually inclined drill and said inclined drill from top to bottom is 4 °～5 °.The overhead height of a plurality of said injected holes 3 is corresponding with the top board height and the base plate height in existing aquifer in the construction shaft of vertical well 1 inboard institute construction area respectively with bottom level, and forms the annular water barrier that said aquifer is isolated in construction shaft of vertical well 1 inboard after the slip casting completion.The overhead height of a plurality of said injected holes 3 all upper level with cylindric grout cover 2 is consistent; The diameter of said cylindric grout cover 2 is consistent with the internal diameter of shaft of vertical well 1, and the centerline hole at a plurality of said injected holes 3 tops is 0.3m～0.5m apart from the spacing between shaft of vertical well 1 inside wall.The spacing that a plurality of said injected holes 3 are between even laying and adjacent two injected hole 3 tops is 1.2m～1.6m.
During practice of construction; The initial depth of the utility model mortar depositing construction (being the overhead height of injected hole 3) should surpass the top board water barrier 10m in said aquifer, designs the base plate mud stone water barrier 10m that said aquifer should be goed deep in whole hole site (being the bottom level of injected hole 3).In the practice of construction, should revise according to the actual strata condition that discloses of boring.In the present embodiment, the slip casting section is-166m～209.12m the high 43.12m of slip casting section.
Before the construction, also need confirm final grouting pressure, in general, final grouting pressure is got 2.5 times of hydrostatic pressure.Provide according to data: the hydrostatic level buried depth 110.46m in said aquifer, the aquifer hydrostatic pressure is pressed 1.306Kg/cm
2Calculate, final grouting pressure is 3.265Kg/cm
2Should survey boring hydraulic pressure before the slip casting in the construction, in time adjust final grouting pressure.During actual slip casting, also need on slip casting orifice tube 4 setting pressure table and grouting pump gauge pressure corresponding.
During practice of construction, the quantity of said injected hole 3 is 10～18.In the present embodiment, the quantity of said injected hole 3 is 14, also can be according to the concrete needs of reality, the quantity of said injected hole 3 is adjusted accordingly.Simultaneously, also comprise one be laid in the slip casting inspection eye at the shaft of vertical well of constructing 1 middle part.
In the present embodiment, the diameter of 14 said injected hole 3 bottoms place boring circle is 14.28m.Spacing between adjacent two said injected hole 3 tops is that 1.44m and its bottom spacing are 3.2m, and the radial rake a of said injected hole 3 is 4.5 °.During actual boring, for making boring exposure rock crack as much as possible, spiral cuts angle by 4 ° of considerations.
In the present embodiment; Said slip casting orifice tube 4 is the steel pipe of diameter of phi 108mm ± 10mm and length 4.5m ± 0.5m; The top of a plurality of said slip casting orifice tubes 4 is all fixed through the location collar tie beam that is processed by channel-section steel, and said location collar tie beam is laid in cylindric grout cover 2 tops.
Thereby, actual to slip casting orifice tube 4 fixedly the time, after treating that each slip casting orifice tube 4 is in place and adjusting angle, its top is fixed on the collar tie beam of said location, the end opening of each slip casting orifice tube 4 is used the concrete simple fixation.
During concrete the construction, said slip casting orifice tube 4 adopts the steel pipe of diameter of phi 108mm and length 4.5m.
In the present embodiment, the thickness B=P0r/ of said cylindric grout cover 2 [σ]+0.3r, final grouting pressure and its unit when P0 is a plurality of said injected hole 3 slip castings in the formula are Kg/cm
2, r by the waste radius of construction shaft of vertical well 1, [σ] adopted concrete permission compressive strength and its unit by cylindric grout cover 2 is Kg/cm
2
Said cylindric grout cover 2 adopts single-stage platybasic type grout cover, and concrete is selected C for use
45Plain concrete adds early strength water-reducing agent, [σ]=R
3-7/ K, generally get 28 days intensity 2/3 again divided by safety factor 2.Through calculating, said cylindric grout cover 2 thickness are 3.7m, the actual 4.0m that adopts.In the construction, reply concrete grout cover and following drainage layer thereof carry out grouting and reinforcing before slip casting, make it can reach the mortar depositing construction requirement.In the practice of construction process, the thickness of said cylindric grout cover 2 can adjust accordingly in 3.5m～4.2m scope.
In the present embodiment, a plurality of said slip casting orifice tubes 4 tops all are welded with the flange that is used to install said grouting pipe, and between said slip casting orifice tube 4 and the said grouting pipe high pressure sluice valve are installed.
Simultaneously, the utility model also comprises the grout cover back-up coat that is laid between cylindric grout cover 2 and shaft of vertical well 1 inside wall and cylindric grout cover 2 is reinforced.That is to say, during practice of construction, cylindric grout cover 2 build accomplish and slip casting before, also need reinforce to cylindric grout cover 2, specifically gather grouting mode and process, and be main during slip casting with low pressure, underflow, the slow notes.As inhale the place that the slurry amount is excessive or grout cover has race to starch, can consider cementing-water glass biliquid slurry.
In the present embodiment, be convenient construction, also comprise the drilling construction platform of setting up above said cylindric grout cover 2.During practice of construction, treat that the drilling construction platform is set up completion after, just can hole and mortar depositing construction.
The above; It only is the preferred embodiment of the utility model; Be not that the utility model is done any restriction; Everyly any simple modification that above embodiment did, change and equivalent structure are changed, all still belong in the protection domain of the utility model technical scheme according to the utility model technical spirit.
Claims (10)
1. a return air vertical well bore work plane prevents harnessing the river constructing structure; It is characterized in that: comprise be laid in before the vertical shaft working surface driving institute shaft of vertical well of constructing (1) inboard and the cylindric grout cover (2) that forms by concreting, along the circumferential direction be laid in a plurality of injected holes (3) on the cylindric grout cover (2), be installed in a plurality of slip casting orifice tubes (4) on a plurality of said injected holes (3) top and the grouting equipment that joins through grouting pipe and a plurality of said slip casting orifice tubes (4) respectively; The internal diameter of said shaft of vertical well (1) is Φ 6.5m～Φ 8.5m, and the radial rake a that a plurality of said injected holes (3) are outward-dipping gradually inclined drill and said inclined drill from top to bottom is 4 °～5 °; The overhead height of a plurality of said injected holes (3) and bottom level are corresponding with the top board height and the base plate height in existing aquifer in the inboard institute of construction shaft of vertical well (1) construction area respectively, and slip casting is accomplished the back at annular water barrier that said aquifer is isolated of construction shaft of vertical well (1) inboard formation; The overhead height of a plurality of said injected holes (3) all upper level with cylindric grout cover (2) is consistent; The diameter of said cylindric grout cover (2) is consistent with the internal diameter of shaft of vertical well (1), and the centerline hole at a plurality of said injected holes (3) top is 0.3m～0.5m apart from the spacing between shaft of vertical well (1) inside wall; The spacing that a plurality of said injected holes (3) are between even laying and adjacent two injected holes (3) top is 1.2m～1.6m.
2. according to the anti-constructing structure of harnessing the river of the described return air vertical of claim 1 well bore work plane; It is characterized in that: said slip casting orifice tube (4) is the steel pipe of diameter of phi 108mm ± 10mm and length 4.5m ± 0.5m; The top of a plurality of said slip casting orifice tubes (4) is all fixed through the location collar tie beam that is processed by channel-section steel, and said location collar tie beam is laid in cylindric grout cover (2) top.
3. according to claim 1 or the anti-constructing structure of harnessing the river of 2 described return air vertical well bore work planes; It is characterized in that: a plurality of said slip casting orifice tubes (4) top all is welded with the flange that is used to install said grouting pipe, and between said slip casting orifice tube (4) and the said grouting pipe high pressure sluice valve is installed.
4. according to claim 1 or the anti-constructing structure of harnessing the river of 2 described return air vertical well bore work planes; It is characterized in that: thickness B=P0r/ [the σ]+0.3r of said cylindric grout cover (2), final grouting pressure and its unit when P0 is a plurality of said injected holes (3) slip casting in the formula are Kg/cm
2, r by the waste radius of construction shaft of vertical well (1), [σ] adopted concrete permission compressive strength and its unit by cylindric grout cover (2) is Kg/cm
2
5. according to claim 1 or the anti-constructing structure of harnessing the river of 2 described return air vertical well bore work planes, it is characterized in that: the thickness of said cylindric grout cover (2) is 3.5m～4.2m.
6. according to the anti-constructing structure of harnessing the river of claim 1 or 2 described return air vertical well bore work planes, it is characterized in that: also comprise the grout cover back-up coat that is laid between cylindric grout cover (2) and shaft of vertical well (1) inside wall and cylindric grout cover (2) is reinforced.
7. according to claim 1 or the anti-constructing structure of harnessing the river of 2 described return air vertical well bore work planes, it is characterized in that: also comprise the drilling construction platform of setting up in said cylindric grout cover (2) top.
8. according to claim 1 or the anti-constructing structure of harnessing the river of 2 described return air vertical well bore work planes, it is characterized in that: the quantity of said injected hole (3) is 10～18.
9. according to the anti-constructing structure of harnessing the river of the described return air vertical of claim 8 well bore work plane, it is characterized in that: the quantity of said injected hole (3) is 14.
10. according to the anti-constructing structure of harnessing the river of claim 1 or 2 described return air vertical well bore work planes, it is characterized in that: also comprise a slip casting inspection eye that is laid in the middle part of institute's shaft of vertical well of constructing (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201120560250 CN202370524U (en) | 2011-12-28 | 2011-12-28 | Water control construction structure for working face of shaft body of air return vertical shaft |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201120560250 CN202370524U (en) | 2011-12-28 | 2011-12-28 | Water control construction structure for working face of shaft body of air return vertical shaft |
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| Publication Number | Publication Date |
|---|---|
| CN202370524U true CN202370524U (en) | 2012-08-08 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201120560250 Expired - Fee Related CN202370524U (en) | 2011-12-28 | 2011-12-28 | Water control construction structure for working face of shaft body of air return vertical shaft |
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| CN (1) | CN202370524U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103016011A (en) * | 2012-12-24 | 2013-04-03 | 大同煤矿集团有限责任公司 | Method for blocking water by grouting wall of auxiliary vertical shaft of sandstones with medium water permeability |
| CN103046932A (en) * | 2012-12-22 | 2013-04-17 | 中冶集团武汉勘察研究院有限公司 | Pre-grouting and water plugging method for permeable layer in vertical shaft |
| CN103696775A (en) * | 2013-12-20 | 2014-04-02 | 中煤第一建设有限公司 | Large-stage-height multi-group water-containing layer segmented downward grouting method |
| CN107191188A (en) * | 2017-07-25 | 2017-09-22 | 马钢(集团)控股有限公司 | The bad water-bearing layer positioning targeting slip casting Mine Shaft Lining of rock section, constructing device and method |
| CN109487810A (en) * | 2018-12-06 | 2019-03-19 | 中信重工机械股份有限公司 | A kind of pipeline arrangement being suitable for different height lubricant injected hole after open caisson wall |
| CN112746849A (en) * | 2020-12-11 | 2021-05-04 | 中国矿业大学 | Shaft water-carrying digging and building method |
-
2011
- 2011-12-28 CN CN 201120560250 patent/CN202370524U/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046932A (en) * | 2012-12-22 | 2013-04-17 | 中冶集团武汉勘察研究院有限公司 | Pre-grouting and water plugging method for permeable layer in vertical shaft |
| CN103016011A (en) * | 2012-12-24 | 2013-04-03 | 大同煤矿集团有限责任公司 | Method for blocking water by grouting wall of auxiliary vertical shaft of sandstones with medium water permeability |
| CN103016011B (en) * | 2012-12-24 | 2015-07-15 | 大同煤矿集团有限责任公司 | Method for blocking water by grouting wall of auxiliary vertical shaft of sandstones with medium water permeability |
| CN103696775A (en) * | 2013-12-20 | 2014-04-02 | 中煤第一建设有限公司 | Large-stage-height multi-group water-containing layer segmented downward grouting method |
| CN103696775B (en) * | 2013-12-20 | 2016-02-24 | 中煤第五建设有限公司 | The descending slip casting method of the high many group aquifer segmentations of large section |
| CN107191188A (en) * | 2017-07-25 | 2017-09-22 | 马钢(集团)控股有限公司 | The bad water-bearing layer positioning targeting slip casting Mine Shaft Lining of rock section, constructing device and method |
| CN107191188B (en) * | 2017-07-25 | 2023-06-06 | 马钢(集团)控股有限公司 | Bedrock section bad aquifer positioning and targeting grouting vertical shaft wall structure, construction device and construction method |
| CN109487810A (en) * | 2018-12-06 | 2019-03-19 | 中信重工机械股份有限公司 | A kind of pipeline arrangement being suitable for different height lubricant injected hole after open caisson wall |
| CN109487810B (en) * | 2018-12-06 | 2023-11-07 | 中信重工机械股份有限公司 | Pipeline arrangement suitable for lubricant grouting holes with different heights behind open caisson wall |
| CN112746849A (en) * | 2020-12-11 | 2021-05-04 | 中国矿业大学 | Shaft water-carrying digging and building method |
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| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20120808 Termination date: 20151228 |
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