CN109577989A - A kind of novel deeps mines shaft wall structure and construction method - Google Patents
A kind of novel deeps mines shaft wall structure and construction method Download PDFInfo
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- CN109577989A CN109577989A CN201811526090.2A CN201811526090A CN109577989A CN 109577989 A CN109577989 A CN 109577989A CN 201811526090 A CN201811526090 A CN 201811526090A CN 109577989 A CN109577989 A CN 109577989A
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- chemical pulp
- liquid layer
- wall structure
- shaft wall
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Links
- 238000010276 construction Methods 0.000 title claims abstract description 31
- 239000007788 liquid Substances 0.000 claims abstract description 60
- 229920001131 Pulp (paper) Polymers 0.000 claims abstract description 52
- 239000002002 slurry Substances 0.000 claims abstract description 36
- 239000004568 cement Substances 0.000 claims abstract description 35
- 239000004567 concrete Substances 0.000 claims abstract description 31
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 31
- 239000002131 composite material Substances 0.000 claims abstract description 24
- 239000006260 foam Substances 0.000 claims abstract description 16
- 239000000463 material Substances 0.000 claims description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 32
- 238000005187 foaming Methods 0.000 claims description 23
- 238000000034 method Methods 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 9
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 claims description 7
- 239000011440 grout Substances 0.000 claims description 7
- 239000011381 foam concrete Substances 0.000 claims description 4
- 239000012466 permeate Substances 0.000 claims description 4
- 238000005728 strengthening Methods 0.000 claims description 4
- 230000035515 penetration Effects 0.000 claims description 2
- 239000011435 rock Substances 0.000 abstract description 22
- 230000035939 shock Effects 0.000 abstract description 4
- 238000007569 slipcasting Methods 0.000 description 14
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 239000000126 substance Substances 0.000 description 4
- 229910052500 inorganic mineral Inorganic materials 0.000 description 3
- 239000011707 mineral Substances 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005065 mining Methods 0.000 description 2
- 238000002601 radiography Methods 0.000 description 2
- 230000004044 response Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000002045 lasting effect Effects 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000005325 percolation Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- RMAQACBXLXPBSY-UHFFFAOYSA-N silicic acid Chemical class O[Si](O)(O)O RMAQACBXLXPBSY-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of novel deeps mines shaft wall structure and construction methods, including multilayer, it is successively concrete lining course and anchor note composite layer from inside to outside, it is successively to reinforce chemical pulp liquid layer and cement slurry liquid layer outward that the anchor, which infuses composite layer from shaft wall structure,；So that script is the Sidewall Surrounding Rock in load source after grouting and reinforcing, as a part of bearing structure, carried jointly with concrete lining.Anchor note complex gives full play to country rock self-bearing capacity, and structure efficiency is high；Foam filling layer shock resistance load.The complicated bad border of deep underground engineering can be preferably applicable in.
Description
Technical field
The present invention relates to a kind of new supporting structures, and in particular to a kind of novel deeps mines shaft wall structure and construction
Method.
Technical background
With the reduction of superficial part resource, domestic and international mine all subsequently enters deep resource mining state.It is opened from Chinese Resources
From the point of view of adopting, decades lasting extensive resource exploitation makes superficial part mineral resources tend to be exhausted, mining mineral resource by
Stepping enters 1000~2000m with deep level.Proposed in " " 13 " national science and technology innovation planning " " deep space, deep-sea, deep ground,
It is dark blue " four deep strategies, the significance level of deep ground engineering is mentioned into the status same with aerospace engineering.Large-scale mineral reserve exploitation with
The steady implementation of deep ground strategy brings a large amount of deep engineering construction, but deep formation has high-ground stress, High-geotemperature, height
Permeate the special engineerings geological conditions such as hydraulic pressure.
Deep engineering crustal stress is high, and there are bumps.Traditional excavation and Lining Technique is difficult to meet deep vertical shaft
Engineering construction requirement.Existing 600m~1000m with the deep basic full section drill burst method construction of deep shaft, single cycle drilling depth 2m with
It is interior, steel and concrete structure support.But as depth increases, crustal stress increases, and the lining thickness of design requirement is also increasing, so that
Influence the economy and applicability of deep shaft construction.And construction speed is slow, the duration is longer.When encountering bump, tradition branch
Protection structure adaptibility to response is insufficient, cannot resist the rock blast hazards such as rock burst.The presence of these problems, that is, radiography rings construction progress,
There is higher risk again.
Summary of the invention
In order to solve the technical problems existing in the prior art, the invention discloses a kind of novel deeps mines shaft walls
Structure.
The present invention is achieved by the following technical solutions:
A kind of novel deeps mines shaft wall structure, including multilayer, are successively concrete lining course and anchor from inside to outside
Composite layer is infused, it is successively to reinforce chemical pulp liquid layer and superfine cement slurry layer outward that the anchor, which infuses composite layer from shaft wall structure,；
The complete penetration reinforcement chemical pulp liquid layer of the cement slurry liquid layer；So that being originally the Sidewall Surrounding Rock in load source in grouting and reinforcing
Afterwards, it as a part of bearing structure, is carried jointly with concrete lining.
It further, is foaming water blockoff chemical pulp between the reinforcing chemical pulp liquid layer and the concrete lining course
Liquid layer.
Further, foam filling layer is additionally provided between the anchor note composite layer and concrete lining course.
Further, the foam filling layer is poured using foamed concrete material, that is, has certain anti-impact
Ground pressure energy power is hit, and there is good drainage.
Further, the thickness of the foaming water blockoff chemical pulp liquid layer, reinforcing chemical pulp liquid layer and cement slurry liquid layer closes
System is: being followed successively by superfine cement slurry layer thickness > foaming water blockoff chemical pulp liquid layer thickness > reinforcing chemical pulp liquid layer thickness；It is described
Superfine cement slurry layer permeate entire foaming water blockoff chemical pulp liquid layer completely and reinforce chemical pulp liquid layer, the reinforcing chemistry
Slurry layer is set to the position of the close concrete lining course of foaming water blockoff chemical pulp liquid layer.
Proximal end infuses rear for blocking the dynamic water in crack using foamed material using foaming water blockoff chemical pulp liquid layer
The superfine cement material of slurry is not easy washout, and provides skeleton for the reinforcement material that next step reinforces chemical pulp liquid layer；Reinforce chemistry
The reinforcement material of slurry layer fills, so it reinforces chemical pulp liquid layer for reinforcing proximal end country rock in the gap of foamed material
Thickness be less than foaming water blockoff chemical pulp liquid layer thickness；Distally material reinforced range is maximum, considers economy and applicability, adopts
Slip casting, which is carried out, with superfine cement forms superfine cement slurry layer.
This thickness be after concrete lining calculate.It is not self-existent between every layer, but be overlapped mutually
's.
Further, the foamed material selects silicate foamed material.
Further, the reinforcement material selects strengthening of silicate material.
Further, the concrete lining is logical uses plain concrete, sets up ingate or stratum and is relatively crushed distinguishingly
Armored concrete can be used in section, and construction is using conventional construction of concrete lining method, but concrete-lined thickness is able to
Greatly reduce.
The construction of the construction method of novel deeps mines shaft wall structure in the present invention, the anchor note composite layer uses
Anchor pole carries out slip casting.
Common grouted anchor bar can be used in the anchor pole, preferably uses energy absorbing type grouted anchor bar.
The anchor infuses compound body construction, and the reinforcing of stratum crushing section can be used anchor pole cooperation steel mesh and be reinforced.
Beneficial effects of the present invention:
Anchor is formed by the united system slip casting of more materials and infuses complex, is strengthened a certain range of around Sidewall Surrounding Rock
Breaking surrounding rock.Originally it is the breaking surrounding rock in load source, becomes complete structure by reinforcing, the ability with bearing load, from
And country rock self-bearing capacity is given full play to, structure efficiency is high；Foam filling layer belongs to yield supporting structure, it allows biggish change
Shape can effectively absorb energy, therefore can be with shock resistance load.The complicated bad border of deep underground engineering can be preferably applicable in.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are not constituted an undue limitation on the present application for explaining the application.
Fig. 1 is that the composite shaft lining structural schematic diagram come is disclosed in one or more embodiment；
Fig. 2 is novel deep shaft support structural facades figure；
Fig. 3 is the structural relation figure for anchoring composite layer；
1 traditional borehole wall supporting in figure, 2 concrete lining courses, 3 foam filling layers, 4 anchoring composite layers, 4-1 reinforce chemical pulp
Liquid layer, 4-2 foaming water blockoff chemical pulp liquid layer, 4-3 superfine cement slurries, 5 unguyed fragmented rock bodies, 6 bolt grouting pipes, 7 anchor poles.
Specific embodiment
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless another
It indicates, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular
Also it is intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " packet
Include " when, indicate existing characteristics, step, operation, device, component and/or their combination；
As background technique is introduced, it is high that deep engineering crustal stress exists in the prior art, and there are bumps.It passes
The excavation and Lining Technique of system are difficult to meet deep work shaft construction requirement.Existing 600m~1000m is with deep deep shaft
Basic full section drill burst method is constructed, within single cycle drilling depth 2m, steel and concrete structure support.But as depth increases, crustal stress increases
Greatly, the lining thickness of design requirement is also increasing, so that influence the economy and applicability of deep shaft construction.And construction speed
Slowly, the duration is longer.When encountering bump, traditional supporting construction adaptibility to response is insufficient, cannot resist the bumps such as rock burst
Disaster.The presence of these problems, that is, radiography rings construction progress, and has higher risk, in order to solve technical problem as above, this
Application proposes a kind of novel deeps mines shaft wall structure and construction method.
Embodiment 1:
As shown in Figure 1, country rock is more complete when country rock Burst Tendency is higher, front water content stratum item abundant is excavated
Under part, the deep shaft supporting construction of use is respectively as follows: anchor note composite layer 4, foam filling layer 3 and plain concrete from outside to inside
Lining cutting layer 2；Anchor infuses complex from shaft wall structure successively outward by shallow and deep, divides sequence using foaming water blockoff chemical grout, adds
Gu chemical grout and superfine cement slurries carry out slip casting.So that script is the Sidewall Surrounding Rock in load source after grouting and reinforcing, make
For a part of bearing structure, carried jointly with concrete lining.
Wherein anchor infuses compound body construction and uses bolt grouting；Common grouted anchor bar can be used in anchor pole, preferably uses energy-absorbing
Type grouted anchor bar.
The foamed material of foaming water blockoff chemical pulp liquid layer is quickly truncated and blocks dynamic water for foaming, be next step silicic acid
Salt reinforcement material provides skeleton, improves retention ratio for subsequent superfine cement slurries slip casting, the gas of generation also helps subsequent note
The sub-percolation again of slurry.
The reinforcement material for reinforcing chemical pulp liquid layer is used to reinforce proximal end country rock, fills in the gap of foamed material, so
Its thickness for reinforcing chemical pulp liquid layer is less than the thickness of foaming water blockoff chemical pulp liquid layer；
The superfine cement slurries of superfine cement slurry layer are for reinforcing distal end country rock.Distally material reinforced range is maximum, examines
Consider economy and applicability, slip casting is carried out using superfine cement and forms superfine cement slurry layer.
Foaming water blockoff chemical pulp liquid layer 4-2, the thickness relationship for reinforcing chemical pulp liquid layer 4-1 and cement slurry liquid layer 4-3 are: according to
Secondary is superfine cement slurry layer thickness > foaming water blockoff chemical pulp liquid layer thickness > reinforcing chemical pulp liquid layer thickness；The ultra-fine water
Mud liquid layer permeates entire foaming water blockoff chemical pulp liquid layer completely and reinforces chemical pulp liquid layer, and the reinforcing chemical pulp liquid layer is set
It is placed in the position of the close concrete lining course of foaming water blockoff chemical pulp liquid layer.
Foam water blockoff chemical pulp liquid layer, reinforce chemical pulp liquid layer, superfine cement slurry layer thickness be from concrete lining
Start calculation afterwards.It is not self-existent between every layer, but be overlapped mutually.Specific relationship is anchor as shown in Figure 3
Gu number is divided into three layers to three layers of composite layer from left to right, the thickness and relationship of each layer are respectively labeled as reinforcing chemical pulp liquid layer 4-1,
Foam water blockoff chemical pulp liquid layer 4-2, superfine cement slurry layer 4-3, it is through persilicate foamed material slip casting first, and range is hair
The region that bubble water blockoff chemical pulp liquid layer 4-2 is covered, followed by strengthening of silicate material slip casting, range are to reinforce chemical pulp liquid layer
The region that 4-1 is covered, is finally superfine cement slip casting, and range is the region that superfine cement slurry layer 4-3 is covered.
It is further preferred that foamed material selects silicate foamed material.
It is further preferred that the reinforcement material selects strengthening of silicate material.
Foam filling layer 3 allows biggish deformation, can effectively absorb energy, poured using foamed concrete material and
At, that is, with having certain shock resistance pressure energy power, and there is good drainage.
The effect of plain concrete lining cutting layer 6 is primarily to provide supporting.
Anchor pole cooperation steel mesh can be used to use for stratum crushing section in figure.
The construction that anchor infuses composite layer uses bolt grouting；Common grouted anchor bar can be used in anchor pole, preferably uses energy absorbing type
Grouted anchor bar；Specific grouting method is first slip casting foaming water blockoff chemical pulp liquid layer, then grouting and reinforcing chemical pulp liquid layer, finally
Slip casting superfine cement slurry layer.
Embodiment 2
As shown in Fig. 2, the small section construction of buried depth, can not construct foam filling layer, simultaneously when bump-prone property is low
Country rock is relatively broken, excavates front water content and enriches, and deep shaft supporting construction is respectively as follows: anchor note 4 He of composite layer from outside to inside
The solidifying native lining cutting layer 2 of reinforcing bar；Anchor infuses composite layer 4 from shaft wall structure successively outward by shallow and deep, and sequence is divided to use the water blockoff that foams
It learns slurries, reinforce chemical grout and the progress slip casting of superfine cement slurries.So that being originally the Sidewall Surrounding Rock in load source in slip casting
After reinforcing, as a part of bearing structure, carried jointly with concrete lining.
Wherein the construction of anchor note composite layer uses bolt grouting；Common grouted anchor bar can be used in anchor pole, preferred using suction
Energy type grouted anchor bar, specific implementation method are same as Example 1.
It is same as Example 1 that anchor infuses effect, mutual thickness relationship of each section of composite layer 4 etc..
The difference of the embodiment 1 and embodiment 1 is the plain concrete lining cutting layer 2 in embodiment 1 being modified as steel
The solidifying native lining cutting layer 2 of muscle, eliminates foam filling layer 3.
Embodiment 3:
Country rock Burst Tendency is higher, and country rock is more complete, excavates under the less formation condition of front water content, the depth of use
Shaft support structure is respectively as follows: anchor note composite layer 4 from outside to inside, and (composite layer 4 is including reinforcing chemical pulp liquid layer and commonly
Cement grout grouting and reinforcing layer eliminates foaming water blockoff chemical pulp liquid layer), foam filling layer 3 and plain concrete lining cutting layer 26；Anchor
Composite layer 4 is infused from shaft wall structure successively outward by shallow and deep, divide sequence using reinforcing chemical grout and superfine cement slurries into
Row slip casting.So that script is the Sidewall Surrounding Rock in load source after grouting and reinforcing, as a part of bearing structure, with concrete
Lining cutting carries jointly.
Wherein the construction of anchor note composite layer 4 uses bolt grouting；Common grouted anchor bar can be used in anchor pole, preferred using suction
It can type grouted anchor bar.
The foam filling layer 2, is poured using foamed concrete material, that is, with having certain shock resistance pressure energy
Power, and there is good drainage.
Reinforce embodiment and thickness relationship of chemical pulp liquid layer and ordinary cement slurry liquid grout reinforcing layer etc. and implementation
Reinforcing chemical pulp liquid layer in example 1 is identical with superfine cement slurry layer, only by the material of the superfine cement slurry layer in embodiment 1
Material has been substituted for ordinary cement slurries.
The foregoing is merely preferred embodiment of the present application, are not intended to limit this application, for the skill of this field
For art personnel, various changes and changes are possible in this application.Within the spirit and principles of this application, made any to repair
Change, equivalent replacement, improvement etc., should be included within the scope of protection of this application.
Claims (10)
1. a kind of novel deeps mines shaft wall structure, which is characterized in that be successively concrete lining from inside to outside including multilayer
Course and anchor infuse composite layer, and it is successively to reinforce chemical pulp liquid layer and cement grout outward that the anchor, which infuses composite layer from shaft wall structure,
Layer；The complete penetration reinforcement chemical pulp liquid layer of the cement slurry liquid layer.
2. novel deeps mines shaft wall structure as described in claim 1, which is characterized in that in the reinforcing chemical pulp
It is foaming water blockoff chemical pulp liquid layer between liquid layer and the concrete lining course.
3. novel deeps mines shaft wall structure as claimed in claim 2, which is characterized in that the foaming water blockoff chemistry
The thickness relationship of slurry layer, reinforcing chemical pulp liquid layer and cement slurry liquid layer is: superfine cement slurry layer thickness > foaming water blockoff chemistry
Slurry layer thickness > reinforcing chemical pulp liquid layer thickness；The superfine cement slurry layer permeates entire foaming water blockoff chemical pulp completely
Liquid layer and reinforcing chemical pulp liquid layer, the reinforcing chemical pulp liquid layer are set to the close concrete of foaming water blockoff chemical pulp liquid layer
The position of lining cutting layer.
4. novel deeps mines shaft wall structure as claimed in claim 3, which is characterized in that the foamed material selection
Silicate foamed material.
5. novel deeps mines shaft wall structure as claimed in claim 3, which is characterized in that the reinforcement material selection
Strengthening of silicate material.
6. novel deeps mines shaft wall structure as described in claim 1, which is characterized in that infuse composite layer in the anchor
Foam filling layer is additionally provided between concrete lining course.
7. novel deeps mines shaft wall structure as claimed in claim 6, which is characterized in that the foam filling layer makes
It is poured with foamed concrete material into.
8. novel deeps mines shaft wall structure as described in claim 1, which is characterized in that the concrete lining course is logical
Using plain concrete, setting up the more broken Special zone of ingate or stratum can be used armored concrete.
9. the construction method of novel deeps mines shaft wall structure a method as claimed in any one of claims 1-8, which is characterized in that institute
The construction for the anchor note composite layer stated is using bolt grouting.
10. construction method as claimed in claim 9, which is characterized in that the anchor pole uses common grouted anchor bar or suction
It can type grouted anchor bar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811526090.2A CN109577989B (en) | 2018-12-13 | 2018-12-13 | Novel deep mine shaft wall structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811526090.2A CN109577989B (en) | 2018-12-13 | 2018-12-13 | Novel deep mine shaft wall structure and construction method |
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| Publication Number | Publication Date |
|---|---|
| CN109577989A true CN109577989A (en) | 2019-04-05 |
| CN109577989B CN109577989B (en) | 2020-08-25 |
Family
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| Application Number | Title | Priority Date | Filing Date |
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| CN201811526090.2A Active CN109577989B (en) | 2018-12-13 | 2018-12-13 | Novel deep mine shaft wall structure and construction method |
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Cited By (5)
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| CN110145313A (en) * | 2019-05-27 | 2019-08-20 | 中国恩菲工程技术有限公司 | It is adapted to the vertical shaft composite supporting construction of mine deep stratum and high stress areas |
| CN110424968A (en) * | 2019-07-04 | 2019-11-08 | 北京科技大学 | A kind of pit shaft reinforcement means based on anchor note anti-corrosion measure |
| CN113202480A (en) * | 2021-06-16 | 2021-08-03 | 中国矿业大学 | Combined bearing double-layer well wall and construction method thereof |
| WO2022032862A1 (en) * | 2020-08-14 | 2022-02-17 | 中煤建设集团有限公司 | Multi-layer functional gradient vertical shaft wall structure and construction process therefor |
| CN117388440A (en) * | 2023-10-23 | 2024-01-12 | 中国矿业大学 | Device and method for grouting process test and effect detection between double-layer well walls |
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| CN117388440A (en) * | 2023-10-23 | 2024-01-12 | 中国矿业大学 | Device and method for grouting process test and effect detection between double-layer well walls |
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| Publication number | Publication date |
|---|---|
| CN109577989B (en) | 2020-08-25 |
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