CN103982197B - A kind of deep tunnel discontinuous bivalve reinforcement means - Google Patents
A kind of deep tunnel discontinuous bivalve reinforcement means Download PDFInfo
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- CN103982197B CN103982197B CN201410228806.6A CN201410228806A CN103982197B CN 103982197 B CN103982197 B CN 103982197B CN 201410228806 A CN201410228806 A CN 201410228806A CN 103982197 B CN103982197 B CN 103982197B
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Abstract
The present invention is a kind of deep tunnel discontinuous bivalve reinforcement means, is subject to high-ground stress and architectonic impact for deep-well tunnel, and the deformation failure of roadway full-fracture-surfacanchoring-rod is serious, and adjoining rock stability is difficult to control to. First pushing up side in tunnel and carry out roof bolting with bar and wire mesh, and apply bigger pretightning force, 3m injected hole is beaten by top side, implements medium and deep slip casting, and grouting reinforcement rock and roof bolting with bar and wire mesh structure are collectively forming stress carrying inner housing; Thereafter adopt tunneling boring long ring support that tunnel is carried out secondary supporting, utilize increasing that the long ring support of tunneling boring is bigger resistive and contractibility forms stress load-carrying covering body; Pad backboard thick for about 60mm between inner and outer shell and form flexible layer. Inner and outer shell and middle flexible layer form discontinuous bivalve supporting construction, efficiently control roadway surrounding rock stable. The method is simple to operate, easy construction, is mainly used in deep engineering soft-rock tunnel and controls engineering.
Description
Technical field:
The present invention relates to deep tunnel discontinuous bivalve reinforcement means, be particularly well-suited to tunnel buried depth more than 800m, pucking amount is big, tunneling boring deformation failure is serious permanent rock big lane engineering.
Background technology
Current China's coal-mine mining depth just increases with the speed of annual 10��12m, and coal resources enter deep mining has become inexorable trend, it is contemplated that in following 20a, a lot of colliery of China will go into the degree of depth of 800��1200m. Along with adopting deep being continuously increased, tunnel is also increasing by the impact of crustal stress, roadway surrounding rock is changed into engineering soft rock, the deformation failure of roadway full-fracture-surfacanchoring-rod is serious, end distension amount is big, traditional roadway support theory and technology has been not suitable with deep laneway surrounding rock control, the increase at double of the support cost in tunnel and repair rate, and the exploitation of deep coal resources is caused serious impact.
Summary of the invention
The present invention provide a kind of big suitable in buried depth, crustal stress is high, surrounding rock stability is poor, deformation is serious, the reinforcement means of the stone head of service year limit for length, can effectively control deep tunnel stable, reduces support cost.
This invention address that technical problem adopts the following technical scheme that
The present invention provides a kind of deep tunnel discontinuous bivalve reinforcement means, is characterized in carrying out as follows:
(1) anchor beam rete cord once supporting is carried out after tunnelling immediately, first excavate excavated section of road 1 and carry out just pneumatically placed concrete 2 thickness 20mm immediately, then drop in beam net plays anchor pole 3 and anchor cable 4, finally answer pneumatically placed concrete 5 thickness 80mm, the position of deficient excavation to be cut by multiple spray process, the layering injection of gunite concrete concave-convex surface position is levelling, the anchor pole head leaked outside, anchor cable rope head are carried out suitable excision, and polish with cement mortar, to facilitate the follow-up erection of long ring support and the pad of flexible layer to set;
(2) stress carrying inner shell, multiple spray terminates latter 5-10 days, implement medium and deep slip casting work, top side beats the injected hole 6 that the degree of depth is 2.5-3m and installs Grouting Pipe enforcement medium and deep slip casting, forming internal grouting and reinforcing body, internal reinforcement body and roof bolting with bar and wire mesh structure collectively constitute stress carrying inner shell 7.
(3) stress load-carrying covering, implements secondary supporting in after slip casting end-of-job 1-2 days, and secondary supporting adopts long ring support, forms stress load-carrying covering 8;
(4) flexible layer, while setting up long ring support, pads the backboard 9 setting about 60mm thickness between long ring support and multiple spray-up from top to bottom successively and forms flexible layer in secondary supporting.
(5) finally carry out bottom slab concreting 10 with concrete, form the tunnel net section 11 of designing requirement.
Concrete spray coating gross thickness 100mm described in step 1, intensity is C20, first jetting thickness 20mm, multiple jetting thickness 80mm.
Anchor pole described in step 1 is superpower twisted steel anchor rod, diameter 22mm, length 2400mm; Described bolt interval is 800mm �� 800mm; Described bar-mat reinforcement is that diameter 6.5mm reinforcement welding forms, and mesh sheet length �� wide is 1200mm �� 900mm, and mesh specification is 60mm �� 60mm, and the lap of splice is 100mm; Described ladder beam is formed by 14# reinforcement fabrication, every segment length �� wide for 4850mm �� 80mm.
Anchor cable described in step 1 is diameter 17.8mm, and it is the anchor cable of 8000mm that top is arranged symmetrically with 3 root length degree, and two help the anchor cable of each layout 1 root length degree 4200mm; Between the anchor cable of described top, array pitch is 2000mm �� 1600mm, and side anchor cable arranges one at gradeline, is 1300mm, array pitch 1600mm from bottom plate heights.
Roofbolt pretightning force described in step 1 is 75KN, and two to help bolt pretension be 35KN; Side anchor cable pretightning force in top is 100KN.
Described in step 2, side Grouting Pipe in top is the seamless steel pipe of �� 42mm, and Grouting Pipe length is 2000mm-2500mm.
Injection slurry described in step 2 is 425# cement, ACZ-I cement injection additive, water composition, and its ratio is 1: 0.08: 2, grouting pressure 4-6MPa.
Long ring support described in step 3 is saved U36 shaped steel overlap joint by four and forms, and support array pitch is 800mm; U36 shaped steel often saves long 4400mm, and center curvature radius is 1200mm, and bending two ends radius is 3500mm, and both ends horizontal length is 3477mm.
Backboard described in step 4 is a kind of ultra-high molecular weight polyethylene board, its fracture tensile strength 40MPa, elongation at break 350%, modulus of elasticity in static bending 600MPa, can adapt to certain rock mass deformation amount, coordinate inside and outside housing cooperative transformation, absorption portion rock mass deformation energy; Transmission shell Support Resistance simultaneously, improves rock mass support intensity, and effective prevention rock mass deformation destroys. Its dimensioning modest ability �� wide �� height is 1600mm �� 300mm �� 60mm, and every two framves lay a row.
Bottom slab concreting concrete strength described in step 5 is C30.
The discontinuous bivalve reinforcement means of the present invention is: first pushes up side after tunnelling in tunnel and carries out roof bolting with bar and wire mesh, and apply bigger pretightning force, 2.5-3m injected hole is beaten by top side, implements medium and deep slip casting, and grouting reinforcement rock and roof bolting with bar and wire mesh structure are collectively forming stress carrying inner housing; Thereafter adopt tunneling boring long ring support that tunnel is carried out secondary supporting, utilize increasing that the long ring support of tunneling boring is bigger resistive and contractibility forms stress load-carrying covering body; Padding the backboard at the bottom of about 60mm thickness between inner and outer shell and form flexible layer, the flexible layer of inner and outer shell and centre forms discontinuous bivalve supporting construction.
The remarkable result of the present invention is in that, the present invention is compared with prior art theory, the present invention by step by step, multi-level supporting and reinforcement means, define discontinuous bivalve superposition supporting construction, change surrouding rock stress distribution and concentration zones and the peak value thereof of stress are transferred in the middle of inner shell farther out, group is every the propagation of Deep ground stress effectively, maintain stablizing of deep laneway surrounding rock, the flexible layer of two housings and centre thereof is highly effective to controlling deep tunnel, it is possible to the deformation of buffering country rock.The method range of application of the present invention widely, is not only applicable to new digging laneway, and is applicable to repairing tunnel, be particularly suited for deep rock roadway engineering. The method of the present invention has formed a set of perfect discontinuous bivalve support technology, and this method is simple, it is easy to implementing, supporting effect is good, has application value widely.
Accompanying drawing explanation
Fig. 1 is that inner housing of the present invention reinforces schematic diagram;
Fig. 2 is that in the middle part of the present invention, flexible layer reinforces schematic diagram;
Fig. 3 is that shell body of the present invention reinforces schematic diagram;
Fig. 4 is that the discontinuous Double-casing of the present invention reinforces schematic diagram
Number in the figure: 1 excavated section of road; 2 first pneumatically placed concrete layers; 3 anchor poles; 4 anchor cables; 5 multiple pneumatically placed concrete layers; 6 injected holes; 7 stress carrying inner shells; 8 stress load-carrying coverings; 9 flexible layers; 10 base plate backfill layers; 11 tunnel net sections; 12U36 shaped steel; 13U steel fastener.
Detailed description of the invention
In conjunction with accompanying drawing and for certain ore deposit, describe technical scheme in detail:
Shown in Fig. 4, cave discontinuous bivalve, lane, the deep reinforcement means of the present invention, mainly solve stability of the roadway sex chromosome mosaicism heavily stressed, that tunneling boring deformation failure is serious, the such as total return air in certain ore deposit is gone down the hill buried depth 800m, tunnel is generally along coal rock layer tendency driving, the gradient 3 �롫23 ��, and major part layer position, tunnel is in about 20��55m position, the top of 2# coal, country rock is based on sandstone, and in tunnelling process, water yield is normally 25m3/ h, is 45m to the maximum3/ h. Actual measurement maximum horizontal principal stress is 30.63MPa, and direction is approximately EW, and 75 �� of the tunnel angle of cut, belongs to typical heavily stressed engineering soft-rock tunnel. Drift section is stalk semicircular arch, and former supporting adopts roof bolting with barand wire mesh, and roadway full-fracture-surfacanchoring-rod deformation, destruction are seriously. This tunnel completes for 2008, and period reprocessed 2 times, supporting effect extreme difference. It is as follows that the present invention is embodied as step:
(1) tunnel expansion carries out anchor beam rete cord once supporting after repairing immediately, namely carries out spraying at the beginning of concrete 2 thickness 20mm after first expanding rough section 1, closes country rock in time and prevents slag and country rock air slaking; Help to lay bar-mat reinforcement at back and two, bar-mat reinforcement lap-joint iron wire or steel wire connect, top board sets gib anchor pole, reinforcing bar beam in holder, sets roofbolt hole by design attitude requirement, installs resin explosive roll and anchor pole, with roof-bolter agitating resin powder stick to stipulated time, stop stirring and wait about 1min, fastening nut, other anchor pole and anchor cable are installed by this working procedure; Finally answer pneumatically placed concrete 5 thickness 80mm. Anchor pole is selectedSuperpower twisted steel anchor rod, length 2.4m, an array pitch is 800mm �� 800mm; Bar-mat reinforcement is that diameter 6.5mm reinforcement welding forms, and mesh sheet length �� wide is 1200mm �� 900mm, and mesh specification is 60mm �� 60mm, and the lap of splice is that 100mm ladder beam is formed by 14# reinforcement fabrication, every segment length �� wide for 4850mm �� 80mm; Anchor cable selects diameter to be 17.8mm prestress anchorage cable, it is the anchor cable of 8000mm that top is arranged symmetrically with 3 root length degree, two anchor cables helping each layout 1 root length degree 4200mm, between the anchor cable of top, array pitch is 2000mm �� 1600mm, side anchor cable arranges one at gradeline, it is 1300mm, array pitch 1600mm from bottom plate heights; Roofbolt pretightning force is 75KN, and two to help bolt pretension be 35KN, and side anchor cable pretightning force in top is 100KN; The position of deficient excavation to be cut by multiple spray process, the layering injection of gunite concrete concave-convex surface position is levelling, the anchor pole head leaked outside, anchor cable rope head are carried out suitable excision, and polish with cement mortar, to facilitate the follow-up erection of long ring support and the pad of flexible layer to set;
(2) multiple spray terminates latter 5-10 days, implement medium and deep slip casting work, top side beats the injected hole 6 that the degree of depth is 2.5-3m and installs Grouting Pipe enforcement medium and deep slip casting, forms internal grouting and reinforcing body, and internal grouting and reinforcing body and roof bolting with bar and wire mesh structure collectively constitute stress and carry inner shell 7.
(3) within after slip casting end-of-job 1-2 days, implementing secondary supporting, secondary supporting adopts long ring support, forms stress load-carrying covering 8;
(4), while secondary supporting sets up the construction of long ring support, between long ring support and multiple spray-up, pad the backboard 9 setting about 60mm thickness from top to bottom successively form flexible layer.
(5) finally carry out bottom slab concreting 10 with concrete, form the tunnel net section 11 of designing requirement.
Repair of laneway technical process: tunnel is expanded to repair to design section �� first pneumatically placed concrete �� anchor beam rete cord �� secondary supporting �� multiple pneumatically placed concrete �� hit deep injected hole �� medium and deep slip casting �� long ring support secondary supporting �� interpolation flexible layer �� underplate concrete and built.
Claims (9)
1. lane, a deep cave discontinuous bivalve reinforcement means, is characterized in that carrying out as follows:
Step 1, carries out anchor beam rete cord once supporting immediately after tunnelling, first excavate excavated section of road and carry out just pneumatically placed concrete immediately, first pneumatically placed concrete layer thickness is 20mm, then drop in beam net plays anchor pole and anchor cable, finally answers pneumatically placed concrete, and multiple pneumatically placed concrete layer thickness is 80mm; The position of deficient excavation to be cut by multiple spray process, the layering injection of shotcrete layer concave-convex surface position is levelling, the anchor pole head leaked outside, anchor cable rope head are carried out suitable excision, and polish with cement mortar, to facilitate the follow-up erection of long ring support and the pad of flexible layer to set;
Step 2, multiple spray terminates latter 5-10 days, enforcement medium and deep slip casting work, and top side beats the injected hole that the degree of depth is 2.5-3m and installs Grouting Pipe enforcement medium and deep slip casting, forming internal grouting and reinforcing body, internal grouting and reinforcing body and roof bolting with bar and wire mesh structure collectively constitute stress carrying inner shell;
Step 3, implements secondary supporting in after slip casting end-of-job 1-2 days, and secondary supporting adopts long ring support, forms stress load-carrying covering;
Step 4, while setting up long ring support in secondary supporting, between long ring support and multiple pneumatically placed concrete layer, pad sets backboard thick for 60mm and forms flexible layer from top to bottom; Backboard is a kind of ultra-high molecular weight polyethylene board, its fracture tensile strength 40MPa, elongation at break 350%, and modulus of elasticity in static bending 600MPa, it is possible to adapt to certain rock mass deformation amount coordinates inside and outside housing cooperative transformation, absorption portion rock mass deformation energy; Transmission shell Support Resistance simultaneously, improves rock mass support intensity, and effective prevention rock mass deformation destroys, and its dimensioning modest ability �� wide �� height is 1600mm �� 300mm �� 60mm, and every two framves lay a row;
Step 5, carries out bottom slab concreting with concrete, forms the tunnel net section of designing requirement.
2. the method for claim 1, concrete spray coating gross thickness 100mm, intensity is C20.
3. the method for claim 1, is characterized in that: anchor pole described in step 1 is superpower twisted steel anchor rod, diameter 22mm, length 2400mm; Described bolt interval is 800mm �� 800mm.
4. the method for claim 1, is characterized in that: anchor cable diameter described in step 1 is 17.8mm, and it is the anchor cable of 8000mm that top is arranged symmetrically with 3 root length degree, and two help the anchor cable of each layout 1 root length degree 4200mm; Being arranged between the anchor cable at top array pitch is 2000mm �� 1600mm, is arranged in two anchor cables helped and respectively arranges one at the stringcourse place of both sides, tunnel, is 1300mm, array pitch 1600mm from bottom plate heights; It is arranged in the anchor cable pretightning force helped at top and two and is 100KN.
5. the method for claim 1, is characterized in that: in step 1, anchor pole includes roofbolt and side anchor pole, and described roofbolt pretightning force is 75KN, and side bolt pretension is 35KN.
6. the method for claim 1, is characterized in that: in step 2, side Grouting Pipe in top is the seamless steel pipe of �� 42mm, Grouting Pipe length 2000mm-2500mm.
7. the method for claim 1, is characterized in that: the injection slurry that in step 2, slip casting uses is 425# cement, ACZ-I cement injection additive, water composition, and its part by weight is 1: 0.08: 2; Grouting pressure 4-6MPa.
8. the method for claim 1, is characterized in that: long ring support described in step 3 is saved U36 shaped steel overlap joint by four and forms, and support array pitch is 800mm; U36 shaped steel often saves long 4400mm, and center curvature radius is 1200mm, and bending two ends radius is 3500mm, and both ends horizontal length is 3477mm.
9. the method for claim 1, is characterized in that: the bottom slab concreting concrete strength described in step 5 is C30.
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104879150A (en) * | 2014-12-31 | 2015-09-02 | 龙口矿业集团有限公司 | Anchor cable support method for deep soft rock roadway without stable rock stratum |
| CN104594919A (en) * | 2015-01-22 | 2015-05-06 | 山东科技大学 | Soft rock roadway buffering tapered double strong shell support system and construction method thereof |
| CN105178981B (en) * | 2015-09-30 | 2017-07-14 | 中国矿业大学 | The closed depth coupling of broken soft rock roadway full-fracture-surfacanchoring-rod, which allows, presses bolt-grouting support method |
| CN113073991B (en) * | 2021-04-14 | 2022-08-16 | 中钢集团马鞍山矿山研究总院股份有限公司 | Roadway support method for extremely loose and broken rock mass of underground mine |
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Patent Citations (4)
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| JPS569595A (en) * | 1979-07-02 | 1981-01-31 | Takashi Ogiyuu | Method of tunnel natm work |
| CN102140924A (en) * | 2011-02-09 | 2011-08-03 | 中国矿业大学 | Double-shell coupling supporting method of deep soft rock tunnel |
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