CN112746849B - Shaft water-carrying digging and building method - Google Patents
Shaft water-carrying digging and building method Download PDFInfo
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- CN112746849B CN112746849B CN202011457446.9A CN202011457446A CN112746849B CN 112746849 B CN112746849 B CN 112746849B CN 202011457446 A CN202011457446 A CN 202011457446A CN 112746849 B CN112746849 B CN 112746849B
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- 238000000034 method Methods 0.000 title claims abstract description 47
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 123
- 239000011435 rock Substances 0.000 claims abstract description 63
- 239000011440 grout Substances 0.000 claims abstract description 37
- 230000005641 tunneling Effects 0.000 claims abstract description 24
- 238000001914 filtration Methods 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 12
- 238000005422 blasting Methods 0.000 claims description 4
- 238000010276 construction Methods 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000007711 solidification Methods 0.000 claims description 3
- 230000008023 solidification Effects 0.000 claims description 3
- 238000009792 diffusion process Methods 0.000 claims description 2
- 238000000275 quality assurance Methods 0.000 abstract description 2
- 238000009415 formwork Methods 0.000 abstract 1
- 208000013201 Stress fracture Diseases 0.000 description 3
- 238000005266 casting Methods 0.000 description 3
- 239000003245 coal Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005065 mining Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005755 formation reaction Methods 0.000 description 2
- 230000008014 freezing Effects 0.000 description 2
- 238000007710 freezing Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 208000010392 Bone Fractures Diseases 0.000 description 1
- 206010017076 Fracture Diseases 0.000 description 1
- 240000007049 Juglans regia Species 0.000 description 1
- 235000009496 Juglans regia Nutrition 0.000 description 1
- 235000019738 Limestone Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000003631 expected effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000004615 ingredient Substances 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000009991 scouring Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
- 235000020234 walnut Nutrition 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/012—Use of fluid-tight or anti-friction material on outside of, or between, lining layers
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
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- Road Paving Structures (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a shaft water-carrying digging and building method, which comprises the following specific steps: tunneling a water-bearing rock stratum section of a shaft, paving a water-proof drainage plate on the wall surface of surrounding rock bare rock, supporting a formwork of the shaft wall and pouring concrete, and when the total water quantity after the water-proof drainage plate of the shaft reaches a set limit value, constructing a concrete grout stop pad at the bottom of the shaft and filling the concrete grout stop pad after the shaft wall, and repeating the steps to complete the tunneling of the water-bearing stratum section of the shaft with water; the method has simple principle and convenient operation, and can effectively solve the problems of well wall quality assurance and water burst treatment under the condition that the shaft passes through the water-bearing rock stratum to discharge water.
Description
Technical Field
The invention relates to the field of mine construction, in particular to a shaft water-carrying digging and building method.
Background
The well bore is known visually as the throat of an underground mining mine and assumes the important tasks of mine personnel, equipment, material access to the well and ventilation of the well. The current main construction methods of the shaft are divided into a freezing method, a drilling method and a common method, wherein the freezing method and the drilling method are special well drilling methods and are mainly used for special geological condition working conditions such as thick unconsolidated formations and the like. The common method is applied most in the actual shaft sinking process, the drilling and blasting method is mainly adopted for drilling the shaft by the common method, broken stones are cleared and transported by a grab bucket and a bucket, and the well wall is poured by conventional concrete. In the ordinary method sinking process, aiming at the working condition that a well casing penetrates a water-bearing rock stratum, a pre-grouting method and a well wall grouting method are adopted to treat water damage. The pre-grouting can generally achieve an ideal effect aiming at a strong-permeability rock stratum such as limestone and the like with wide and large solution fracture development, and after the pre-grouting, when a well bore is tunneled again and meets a water-bearing rock stratum, a large flow of water outlet phenomenon generally does not exist. However, for the working conditions of micro fractures such as straightly developed sandstone pores and micro fractures of lohezone sandstone in western mining areas and micro fractures of flat-topped mountain sandstone in flat-topped mountain mining areas in China, the pre-grouting effect cannot be completely expected, namely a certain amount of water gushing is still remained in the water-bearing rock interval of the well casing after pre-grouting. And in addition, partial slightly-permeable and weakly-permeable rock strata are usually adopted, a water-bearing rock stratum section is directly excavated and disclosed under the condition of no grouting, and the water-bearing rock stratum section can also show a certain amount of water inrush phenomenon. Such water gushing points often appear to be dispersed, small and dense.
Because of the existence of residual water gushing, in the process of casting the well wall concrete in situ, the residual water gushing of rock strata behind the wall can generate scouring action on the well wall concrete, the cement ingredients in the concrete are taken away by running water, and according to data record, when the water gushing amount is 17m3When the well is built at the time of/h, 30% of cement components in newly poured concrete can be washed away, the well wall strength can be reduced by more than 2/3, and serious phenomena of honeycomb pitted surface, cracking, leakage, strength reduction and the like occur. When the well wall grouting method is adopted to treat the water leakage of the well wall in the later stage, the quality of the well wall is poor, and the grouting pressure must be controlled for preventing the well wall from further breaking, namely the grouting pressure of the well wall cannot be guaranteed, and the grouting of the well wall cannot achieve the expected effect. The problems of poor well wall quality and over-standard leakage water of a plurality of shafts are caused, such as Ningxia plum blossom well coal mine air shafts, Hongtiansi coal mine shafts, peacekeeping ten mine three-level air shafts, walnut slack coal mine measure wells, Lucun one mine air shafts and the like. How to guarantee the quality of wall of a well concrete pouring under the condition that there is certain gushing water volume at pit shaft water-bearing rock stratum section to it is the technical problem that needs to solve to manage the wall of a well gushing water under the better condition of wall of a well quality.
Disclosure of Invention
Aiming at the technical defects, the invention aims to provide a method for digging and building a shaft with water, which has simple principle and convenient operation and can effectively solve the problems of quality assurance and water burst treatment of a concrete shaft wall under the condition that the shaft passes through an aquifer and is discharged.
In order to solve the technical problems, the invention adopts the following technical scheme:
the invention provides a shaft water-carrying digging and building method, which specifically comprises the following steps:
1) after the pre-grouting treatment, cleaning and transporting broken stones in a rock layer section with larger estimated water inflow or a micro-seepage and weak-seepage rock layer section after rock drilling by adopting a conventional drilling and blasting method;
2) according to the design section height of single-section tunneling, paving a concave-convex anti-drainage plate 6 on the surrounding rock bare rock wall surface 5 tunneled in the water-bearing rock layer section 4, wherein the anti-drainage plate 6 is matched with the uneven surface of the surrounding rock bare rock wall surface 5 to isolate water from gushing, and the gushing water flows downwards from a gap between the anti-drainage plate 6 and the bare rock wall surface 5 and finally flows into the well bottom; then, a well wall template is supported and concrete is poured to form a concrete well wall 2;
3) repeating the step 2), wherein the drainage preventing plates 6 paved and attached in two adjacent single-section tunneling processes need to be abutted and lapped together, so that water between the drainage preventing plates 6 and the wall surface 5 of the surrounding rock bare rock can flow downwards and cannot overflow outwards;
4) when the total amount of water gushing out behind the water-proof and drainage plate 6 in the shaft 1 is close to a threshold value, tunneling a certain distance H to the bottom of the well, and then continuously paving the water-proof and drainage plate 6 downwards along the newly tunneled wall surface 5 of the bare rock of the surrounding rock to the bottom of the well;
5) constructing a water filtering layer 7 at the bottom of the well, vertically installing a water collecting pipeline 3 in the middle of the water filtering layer 7, opening a water through hole at the bottom of the water collecting pipeline 3, installing a water pump in the water collecting pipeline, and finally pouring a concrete grout stop pad 8 on the water filtering layer 7;
6) after the concrete grout stopping pad 8 is fully solidified, a plurality of rows of drill holes 9 are constructed on the concrete well wall 2 which is paved with the waterproof drainage plate 6, the uppermost row of drill holes 9 is arranged at the starting position of the water-carrying tunneling section, the number of each row of drill holes 9 is N and is uniformly arranged, the water collecting pipeline 3 on the concrete grout stopping pad 8 is connected with grouting pipeline equipment and is used for grouting, grout 10 is subjected to seepage diffusion in the space behind the water filtering layer 7 and the concrete well wall 2, and the water-carrying tunneling of the section of the well shaft 1 is finally completed.
Preferably, in the step 1), after the pre-grouting treatment, if a water inrush phenomenon occurs in a water-containing rock stratum section in the tunneling process, the water amount is not too large, and temporary drainage equipment is installed at the tunneling head for drainage.
Preferably, in the step 4), the water volume limit value is determined according to the diameter of the shaft 1 and the temporary drainage capacity of the shaft 1, and the limit water volume is not more than 50m3/h。
Preferably, in step 4), the calculation formula of H is:
h is the distance of re-tunneling at the bottom of the well and is the unit m;
P01.5 times of the water pressure of the original water-bearing rock stratum section at the bottom hole position in unit of MPa;
r is the shaft tunneling radius in m;
[ sigma ] is the allowable compressive strength of the concrete for pouring the grout stopping pad, and the unit is Mpa;
preferably, in the step 5), the thickness of the water filtering layer 7 is 0.5m, the casting thickness of the concrete grout stopping pad 8 is H-0.5m, and a pump in the water collecting pipeline 3 continuously pumps and drains water at the bottom of the well to the outside in the solidification process of the concrete grout stopping pad 8.
Preferably, in the step 6), the hole diameter of the drill hole 9 is not more than 42mm, 3 holes are distributed in each row, and the vertical distance between every two rows of drill holes 9 is 30 m.
Preferably, in step 6), after the construction of the drill holes 9 is completed, the hole pipes and the valves are installed, the water collecting pipeline 3 on the concrete grout stop pad 8 is connected with grouting pipeline equipment and grouting is carried out, grout 10 seeps and diffuses in the space behind the water filtering layer 7 and the concrete well wall 2, the valves on the hole pipes of the drill holes 9 are opened during grouting, when the grout return phenomenon of one drill hole 9 is observed, the valves of the drill holes 9 are closed, and grouting is completed until the grout return phenomenon of the top row of drill holes 9 occurs.
The invention has the beneficial effects that: the method has a simple principle, is convenient to operate, can effectively prevent the influence of rock stratum water in the concrete well wall pouring process by adopting a method of firstly isolating water and then controlling water, ensures the well wall pouring quality, and simultaneously realizes the plugging of the rock stratum water by adopting a method of pouring a grout stopping pad and grouting.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without any creative effort.
FIG. 1 is a schematic illustration of a location of a water-bearing formation segment according to an embodiment of the present invention;
fig. 2 is a schematic view of an installation position of a waterproof and drainage plate according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of a concrete well wall casting position provided by an embodiment of the invention;
FIG. 4 is a schematic view of the installation position of a concrete grout stop pad according to an embodiment of the present invention;
fig. 5 is a schematic diagram of a grouting effect provided by an embodiment of the invention.
Description of reference numerals:
1. a wellbore; 2. a concrete well wall; 3. a water collecting pipeline; 4. a hydrous rock interval; 5. wall rock bare rock wall surface; 6. a water-proof and drainage plate; 7. filtering a water layer; 8. concrete grout stopping pads; 9. drilling; 10. and (3) slurry.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1 to 5, a method for digging and building a shaft with water specifically comprises the following steps:
1) after the pre-grouting treatment, cleaning and transporting broken stones in a rock layer section with larger estimated water inflow or a micro-seepage and weak-seepage rock layer section after rock drilling by adopting a conventional drilling and blasting method; after the pre-grouting treatment, if the water burst phenomenon occurs in the water-bearing rock stratum section in the tunneling process, the water quantity is not too large, and temporary drainage equipment is arranged at the head of the tunneling for drainage;
2) according to the design section height of single-section tunneling, paving a concave-convex anti-drainage plate 6 on the surrounding rock bare rock wall surface 5 tunneled in the water-bearing rock layer section 4, wherein the anti-drainage plate 6 is matched with the uneven surface of the surrounding rock bare rock wall surface 5 to isolate water from gushing, and the gushing water flows downwards from a gap between the anti-drainage plate 6 and the bare rock wall surface 5 and finally flows into the well bottom; then, a well wall template is supported and concrete is poured to form a concrete well wall;
3) repeating the step 2), wherein the drainage preventing plates 6 paved and attached in two adjacent single-section tunneling processes need to be abutted and lapped together, so that water between the drainage preventing plates 6 and the wall surface 5 of the surrounding rock bare rock can flow downwards and cannot overflow outwards;
4) when the total amount of water gushing out behind the water-proof and drainage plate 6 in the shaft 1 is close to a threshold value, tunneling a certain distance H to the bottom of the well, and then continuously paving the water-proof and drainage plate 6 downwards along the newly tunneled wall surface 5 of the bare rock of the surrounding rock to the bottom of the well; the limit value of water quantity is determined according to the diameter of the shaft 1 and the temporary drainage capacity of the shaft 1, and the limit water quantity is not more than 50m3H; the formula for H is:
h is the distance of re-tunneling at the bottom of the well and is the unit m;
P01.5 times of the water pressure of the original water-bearing rock stratum section at the bottom hole position in unit of MPa;
r is the shaft tunneling radius in m;
[ sigma ] is the allowable compressive strength of the concrete for pouring the grout stopping pad, and the unit is Mpa;
5) constructing a water filtering layer 7 at the bottom of the well, vertically installing a water collecting pipeline 3 in the middle of the water filtering layer 7, opening a water through hole at the bottom of the water collecting pipeline 3, installing a water pump in the water collecting pipeline, and finally pouring a concrete grout stop pad 8 on the water filtering layer 7; the thickness of the water filtering layer 7 is 0.5m, the pouring thickness of the concrete grout stopping pad 8 is H-0.5m, and a pump in the water collecting pipeline 3 continuously pumps and drains water at the bottom of the well to the outside in the solidification process of the concrete grout stopping pad 8;
6) after the concrete grout stopping pad 8 is fully solidified, a plurality of rows of drill holes 9 are constructed on the concrete well wall 2 on which the waterproof drainage plate 6 is paved, the uppermost row of drill holes 9 is arranged at the starting position of the water-carrying tunneling section, the aperture of each drill hole 9 is not more than 42mm, 3 holes are distributed in each row, the vertical distance between every two rows of drill holes 9 is 30m, the water collecting pipeline 3 on the concrete grout stopping pad 8 is connected with grouting pipeline equipment and performs grouting, grout 10 diffuses in the space behind the water filtering layer 7 and the concrete well wall 2 in a seepage manner, a valve on a grout conveying pipe of each drill hole 9 is opened during grouting, when the grout returning phenomenon of a certain drill hole 9 is observed, the valve of the drill hole 9 is closed, the grouting is completed until the grout returning phenomenon of the uppermost row of drill holes 9 occurs, and the water-carrying of the section of well shaft 1 is finally completed.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is intended to include such modifications and variations.
Claims (7)
1. A shaft water-carrying digging and building method is characterized by comprising the following steps:
1) after the pre-grouting treatment, cleaning and transporting broken stones after rock drilling by adopting a conventional drilling and blasting method in a rock stratum section with larger estimated water inflow or a micro-seepage and weak-seepage rock stratum section;
2) according to the design section height of single-section tunneling, a concave-convex water-discharge preventing plate (6) is paved on the surrounding rock bare rock wall surface (5) of the single-section tunneling, the water-discharge preventing plate (6) is matched with the uneven surface of the surrounding rock bare rock wall surface (5) to isolate water discharge, and the water discharge flows downwards from a gap between the water-discharge preventing plate (6) and the surrounding rock bare rock wall surface (5) and finally flows into the bottom of the well; then, a well wall template is supported and concrete is poured to form a concrete well wall (2);
3) repeating the step 2), wherein the drainage preventing plates (6) paved and attached in two adjacent single-section tunneling processes need to be abutted and lapped together, so that the water between the drainage preventing plates (6) and the wall surface (5) of the surrounding rock bare rock can flow downwards and cannot overflow outwards;
4) when the total amount of water gushing out behind the water-proof and drainage plate (6) in the shaft (1) is close to a threshold value, tunneling a certain distance H to the shaft bottom, and then continuously paving the water-proof and drainage plate (6) downwards along the newly tunneled wall surface (5) of the bare rock of the surrounding rock to the shaft bottom;
5) constructing a water filtering layer (7) at the bottom of the well, vertically installing a water collecting pipeline (3) in the middle of the water filtering layer (7), forming water passing holes at the bottom of the water collecting pipeline (3) and installing a water pump in the water collecting pipeline, and finally pouring a concrete grout stop pad (8) on the water filtering layer (7);
6) after the concrete grout stopping pad (8) is fully solidified, a plurality of rows of drill holes (9) are constructed on the concrete well wall (2) which is paved with the waterproof drainage plate (6), the uppermost row of drill holes (9) is arranged at the starting position of the water-carrying tunneling section, the number of the drill holes (9) in each row is N and is uniformly arranged, a water collecting pipeline (3) on the concrete grout stopping pad (8) is connected with grouting pipeline equipment and is used for grouting, grout (10) is subjected to seepage diffusion in the space behind the water filtering layer (7) and the concrete well wall (2), and finally the water-carrying tunneling of the shaft (1) in the section is completed.
2. The method for digging and building a shaft with water according to claim 1, wherein in the step 1), after the pre-grouting treatment, if the water gushing phenomenon occurs in the water-bearing rock stratum section during the driving process, the water quantity is not too large, and temporary drainage equipment is arranged at the head of the driving for drainage.
3. A method for digging and building a shaft with water according to claim 1, wherein in step 4), the limit value of the water amount is determined according to the diameter of the shaft (1) and the temporary drainage capacity of the shaft (1), and the limit water amount is not more than 50m3/h。
4. The method for digging and laying a shaft with water according to claim 1, wherein in the step 4), the calculation formula of H is as follows:
h is the distance of re-tunneling at the bottom of the well and is the unit m;
P01.5 times of the water pressure of the original water-bearing rock stratum section at the bottom hole position in unit of MPa;
r is the shaft tunneling radius in m;
[ sigma ] is the allowable compressive strength of the concrete for pouring the grout stop pad, and the unit is Mpa.
5. A method for digging and laying a shaft with water according to claim 1, wherein in the step 5), the thickness of the water filtering layer (7) is 0.5m, the pouring thickness of the concrete grout stop pad (8) is H-0.5m, and a pump in the water collecting pipeline (3) continuously pumps water at the bottom of the shaft to the outside during the solidification process of the concrete grout stop pad (8).
6. A method for digging and laying a shaft with water according to claim 1, wherein in step 6), the bore diameter of the drill holes (9) is not more than 42mm, 3 holes are distributed in each row, and the vertical distance between the drill holes (9) in each row is 30 m.
7. A method for digging and building a shaft with water according to claim 1, characterized in that in step 6), after the construction of the drill holes (9) is completed, the hole pipes and valves are installed, the water collecting pipeline (3) on the concrete grout stop pad (8) is connected with grouting pipeline equipment and grouting is carried out, grout (10) seeps and spreads in the space behind the water filtering layer (7) and the concrete well wall (2), the valves on the hole pipes of the drill holes (9) are opened during grouting, when the grout return phenomenon of one drill hole (9) is observed, the valves of the drill hole (9) are closed, and the grouting is completed until the grout return phenomenon of the uppermost row of drill holes (9) occurs.
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| CN113309522B (en) * | 2021-06-19 | 2022-11-04 | 莱州汇金矿业投资有限公司 | Construction method for pre-grouting water plugging concrete grout stop pad on working surface of kilometer vertical shaft |
| CN114635697B (en) * | 2022-02-25 | 2023-01-24 | 中国矿业大学 | Pre-grouting treatment method for water damage of shaft well construction |
| CN114607386B (en) * | 2022-04-18 | 2023-05-05 | 中国矿业大学 | Single-layer well wall with stubble-connecting water-stopping structure and grouting system and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP3151418B2 (en) * | 1997-03-21 | 2001-04-03 | 株式会社松永基礎 | How to build a shaft |
| CN202370524U (en) * | 2011-12-28 | 2012-08-08 | 陕西煤业化工建设（集团）有限公司 | Water control construction structure for working face of shaft body of air return vertical shaft |
| 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 |
| CN203383822U (en) * | 2013-06-16 | 2014-01-08 | 钱自卫 | Seepage-proofing well wall |
| CN104453913B (en) * | 2014-12-19 | 2016-08-03 | 玉溪大红山矿业有限公司 | A kind of Shaft Stopes front pre-grouting method |
| CN206957765U (en) * | 2017-07-31 | 2018-02-02 | 河北钢铁集团矿业有限公司 | Water outburst treatment structure is built in a kind of vertical shaft pick |
| CN108661650B (en) * | 2018-04-23 | 2020-06-26 | 中铁隧道局集团有限公司 | Construction method for deep and large vertical shaft in water-rich rock-magma area |
| CN109026012A (en) * | 2018-07-25 | 2018-12-18 | 中国电建集团华东勘测设计研究院有限公司 | Vertical shaft surrounding rock supporting structure and its excavation supporting method |
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