CN102797480A - Method for controlling bottom squeeze deformation of high-stress soft rock roadway by using discontinuous pressure-bearing grating concrete wall - Google Patents
Method for controlling bottom squeeze deformation of high-stress soft rock roadway by using discontinuous pressure-bearing grating concrete wall Download PDFInfo
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- CN102797480A CN102797480A CN2012103070011A CN201210307001A CN102797480A CN 102797480 A CN102797480 A CN 102797480A CN 2012103070011 A CN2012103070011 A CN 2012103070011A CN 201210307001 A CN201210307001 A CN 201210307001A CN 102797480 A CN102797480 A CN 102797480A
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Abstract
The invention discloses a method for controlling bottom squeeze deformation of a high-stress soft rock roadway by using a discontinuous pressure-bearing grating concrete wall. The method comprises the following steps of: discontinuously excavating obliquely-downward grooves on bottom plates on both sides of a track, and pouring a discontinuous pressure-bearing grating concrete wall; and pouring steel bar grating concrete into the grooves to form a wall body structure which can bear high pressure stress and has high rigidity. On one hand, steel bar grating concrete for which a part of soft rock is replaced is glued together with a bottom plate weak rock body, so that the integrity and rigidity of roadway bottom plates are enhanced; and on the other hand, inward extruding stress on bottom corners on both sides of the roadway and upward pressure stress in the bottom plates are uniformly applied to the grating concrete wall, so that the stress acting effects are counteracted, the deformation of bottom plate wall rock is reduced, shear stress in a bottom plate rock body can be resisted by using a wall body structure simultaneously, and shear slip damage is prevented. Through discontinuous arrangement of the grating concrete wall, the construction amount can be reduced effectively on the premise of meeting the control effect, and a construction method is simple and rapid.
Description
The method field
The present invention relates to control high stressed soft rock tunnel pucking deformation method, the especially a kind of discontinuous pressure-bearing grid concrete wall control high stressed soft rock of utilizing of control and improvement coal mine roadway base plate tunnel pucking deformation method that is applicable to.
Background method
Tunnel pucking deformation failure is the ubiquitous mode of failure of coal mine roadway; Particularly outstanding in high stressed soft rock tunnel, deep; And because base plate is the basis in tunnel, violent pucking distortion can cause the unstability of whole tunnel, influences the normal use in tunnel; Increase maintenance and drop into, even can cause security incident.About the method for preventing and treating of tunnel pucking, can be summarized as generally and reinforce and release two big classes.Comprise in the reinforcement means that U shaped steel collapsible timbering, the concrete of being with end arch are built full section method of support such as arch and arc plate and base plate anchor pole, floor grouting and anchor are annotated combination etc.; The release method has the tunnel-surrounding destressing method, like group start discharging at the end indent and the loosening blasting of base plate deep etc.These methods are reducing the pucking deflection under the different condition in varying degrees.But; When the tunnel is in high-stress state; Under comparatively weak, the broken condition of roadway surrounding rock, rheology distortion or shearing slip distortion very easily take place in the base plate rock mass, and said method still can not effectively be controlled the pucking deformation failure in this tunnel; And work progress can hinder the normal use in tunnel, influences the duration of whole engineering.
Summary of the invention
Technical problem: the objective of the invention is to overcome the weak point of prior art, a kind of discontinuous pressure-bearing grid concrete wall control high stressed soft rock tunnel pucking deformation method of constructing simple, less to the influence of the normal operation in tunnel, that control is effective is provided.
Technical scheme: discontinuous pressure-bearing grid concrete wall control high stressed soft rock of the present invention tunnel pucking deformation method:
A, in the tunnel base plate place, middle orbit both sides, be interrupted excavation to tilt 10 ° ~ 30 ° groove of tunnel portion of group, every section trench length is 3m ~ 5m, the degree of depth is 1m ~ 2.5m, width is 0.5m, spacing is 1m ~ 2m;
After b, channel excavation are accomplished, prefabricated reinforcing bar grid is placed in the groove, fluid concrete, and vibration compacting constitute discontinuous pressure-bearing grid concrete wall jointly by groove, mixed earth and reinforcing bar grid;
C, carry out the length that base plate is handled the tunnel as required, repeating step a to b, successively or multiple spot construct simultaneously and finish until discontinuous pressure-bearing grid concrete wall construction.
Described reinforcing bar grid is to be formed through welding production by main muscle, stirrup and dowel right-angled intersection, the tip bend overlap joint of main muscle, stirrup and dowel, and lap length is no less than 0.1m and the connection place is a full weld; Main muscle specification is HRB335, and diameter is 0.022m, and an array pitch is 0.22m; The specification of stirrup and dowel is HPB235, and diameter is 0.022m, and spacing is 0.22m; The width of every reinforcing bar grid is identical with the degree of depth of groove, and the length of every reinforcing bar grid is identical with the length of groove;
Beneficial effect: owing to adopted technique scheme; Utilize the distortion of discontinuous pressure-bearing grid concrete wall control high stressed soft rock tunnel pucking; Not only can effectively reduce the pucking deflection in high stressed soft rock tunnel; Keep the stable of roadway floor, and construct simple and convenient, normally use influence less to the tunnel.Through the utilization to discontinuous pressure-bearing grid concrete wall, the excavation of groove can carry out removal to the heavily stressed of tunnel bottom, and makes and heavily stressedly shift to deep wall rock, reduces roadway surrounding rock pressure; The high strength of cast has been replaced the weak rock mass of part with the carrying wall of big rigidity; The globality and the rigidity of roadway floor have been improved; And the compressive stress that makes progress in inside extrusion stress of both sides, tunnel bottom and the base plate is acted on the carrying wall comparatively equably, and action effect is cancelled out each other, reduce the deflection of floor rocks; The grid carrying wall can also be resisted the shear stress in the base plate rock mass simultaneously, prevents to produce shearing slip and destroys.The discontinuous layout of grid concrete wall can effectively reduce construction volume under the prerequisite that satisfies the control effect, but and the multiple spot accelerating construction progress of constructing simultaneously, the application that also makes this method has Modulatory character according to the complexity of on-site actual situations.
Description of drawings
Fig. 1 is a structural configuration sketch map of the present invention.
Fig. 2 is the vertical view of Fig. 1.
Fig. 3 is grid reinforcement placement figure.
Among the figure: 1-tunnel, 2-track, 3-tunnel portion of group, 4-groove, 5-concrete, 6-master's muscle, 7-stirrup, 8-dowel.
The specific embodiment
Below in conjunction with accompanying drawing one embodiment of the present of invention are done further to describe:
The present invention utilizes the method for discontinuous pressure-bearing grid concrete wall control high stressed soft rock tunnel pucking distortion; Be prone to take place the problem that pucking deformation failure, base plate are handled constructional difficulties to heavily stressed, weak surrounding rock roadway floor, be interrupted at base plate place, track both sides excavation under being tilted to groove and pour into a mould discontinuous pressure-bearing grid concrete wall.But the part stress of the excavation removal tunnel bottom of groove, and make and heavily stressedly shift to the rock mass deep, roadway surrounding rock pressure reduced.Casting reinforced grid concrete forms and can bear high-strength compressive stress and the bigger wall body structure of rigidity in groove then; The reinforcing bar grid concrete of having replaced on the one hand the part soft rock and the gluing of base plate weakness rock mass have improved the globality and the rigidity of roadway floor together; On the other hand; The compressive stress that makes progress in extrusion stress that both sides, tunnel bottom is inside and the base plate will act on the grid concrete wall comparatively equably; The action effect of stress is cancelled out each other; Reduce the deflection of floor rocks, wall body structure can also be resisted the shear stress in the base plate rock mass simultaneously, prevents to produce shearing slip and destroys.The discontinuous layout of grid concrete wall can effectively reduce construction volume under the prerequisite that satisfies the control effect, but and the multiple spot accelerating construction progress of constructing simultaneously, can specifically regulate and control according to the complexity of on-site actual situations.Concrete steps are following:
A, at first at base plate place, 1 middle orbit, 2 both sides in the tunnel, be interrupted excavation to tilt 10 ° ~ 30 ° groove 4 of tunnel portion of group 3, every section groove 4 length are 3m ~ 5m, the degree of depth is 1m ~ 2.5m, width is 0.5m, spacing is 1m ~ 2m;
After b, groove 4 excavations are accomplished, prefabricated reinforcing bar grid is placed in the groove 4, and then fluid concrete 5, and vibration compacting, constitute discontinuous pressure-bearing grid concrete wall by groove 4, mixed earth 5 jointly with reinforcing bar grid; Described reinforcing bar grid is to be formed through welding production by main muscle 6, stirrup 7 and dowel 8 right-angled intersections, the tip bend overlap joint of main muscle 6, stirrup 7 and dowel 8, and lap length is no less than 0.1m and the connection place is a full weld; Main muscle 6 specifications are HRB335, and diameter is 0.022m, and an array pitch is 0.22m; The specification of stirrup 7 and dowel 8 is HPB235, and diameter is 0.022m, and spacing is 0.22m; The width of every reinforcing bar grid is identical with the degree of depth of groove (4), and the length of every reinforcing bar grid is identical with the length of groove 4;
C, carry out the length that base plate is handled the tunnel as required, repeat above-mentioned steps a to b, successively or multiple spot construct simultaneously and finish until discontinuous pressure-bearing grid concrete wall construction.
Claims (2)
1. a discontinuous pressure-bearing grid concrete wall is controlled high stressed soft rock tunnel pucking deformation method, it is characterized in that:
A, in the tunnel base plate place, (1) middle orbit (2) both sides, be interrupted excavation to tilt 10 ° ~ 30 ° groove (4) of tunnel portion of group (3), every section groove (4) length is 3m ~ 5m, the degree of depth is 1m ~ 2.5m, width is 0.5m, spacing is 1m ~ 2m;
After b, groove (4) excavation are accomplished, prefabricated reinforcing bar grid is placed in the groove (4), fluid concrete (5), and vibration compacting constitute discontinuous pressure-bearing grid concrete wall by groove (4), mixed earth (5) with reinforcing bar grid jointly;
C, carry out the length that base plate is handled the tunnel as required, repeating step a to b, successively or multiple spot construct simultaneously and finish until discontinuous pressure-bearing grid concrete wall construction.
2. discontinuous pressure-bearing grid concrete wall control high stressed soft rock according to claim 1 tunnel pucking deformation method; It is characterized in that: described reinforcing bar grid is to be formed through welding production by main muscle (6), stirrup (7) and dowel (8) right-angled intersection; The tip bend overlap joint of main muscle (6), stirrup (7) and dowel (8), lap length is no less than 0.1m and the connection place is a full weld; Main muscle (6) specification is HRB335, and diameter is 0.022m, and an array pitch is 0.22m; The specification of stirrup (7) and dowel (8) is HPB235, and diameter is 0.022m, and spacing is 0.22m; The width of every reinforcing bar grid is identical with the degree of depth of groove (4), and the length of every reinforcing bar grid is identical with the length of groove (4).
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| CN2012103070011A CN102797480A (en) | 2012-08-27 | 2012-08-27 | Method for controlling bottom squeeze deformation of high-stress soft rock roadway by using discontinuous pressure-bearing grating concrete wall |
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| CN2012103070011A CN102797480A (en) | 2012-08-27 | 2012-08-27 | Method for controlling bottom squeeze deformation of high-stress soft rock roadway by using discontinuous pressure-bearing grating concrete wall |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103266899A (en) * | 2013-05-31 | 2013-08-28 | 山东科技大学 | Method for controlling floor heave deformation of soft rock roadway by means of anchor pile continuous wall |
| CN103291327A (en) * | 2013-05-07 | 2013-09-11 | 中国矿业大学 | Steel pile method for controlling floor heave of gob-side entry retaining |
| CN103628898A (en) * | 2013-11-15 | 2014-03-12 | 山东科技大学 | Continuous wall supporting method for preventing floor heaving of roadway |
| CN103982196A (en) * | 2014-05-16 | 2014-08-13 | 中国矿业大学(北京) | Anchoring and shotcreting roadway two-side concrete spray layer shear failure prevention and control method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4699547A (en) * | 1985-03-15 | 1987-10-13 | Seegmiller Ben L | Mine truss structures and method |
| DE3820700A1 (en) * | 1988-06-18 | 1989-12-21 | Ruhrkohle Ag | Compound anchor support system |
| CN101509383A (en) * | 2009-03-24 | 2009-08-19 | 徐州工程学院 | Tunnel footing anchor pouring reinforcement anti bottom expanding method and construction technique |
| CN101915108A (en) * | 2010-06-22 | 2010-12-15 | 中国矿业大学 | Method for controlling floor heave of dynamic pressure tunnel |
| CN101886545B (en) * | 2010-07-05 | 2011-11-30 | 北京科技大学 | Method for treating bottom heave of soft rock roadway by using micro broken stone pipe cast pile |
| CN102444407A (en) * | 2011-12-12 | 2012-05-09 | 中铁二局股份有限公司 | Construction deformation control method for lower step of high crustal stress weak surrounding rock tunnel |
| CN101839140B (en) * | 2010-03-31 | 2012-05-23 | 中国矿业大学 | Method for reinforcing roadway floor by grouting |
-
2012
- 2012-08-27 CN CN2012103070011A patent/CN102797480A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4699547A (en) * | 1985-03-15 | 1987-10-13 | Seegmiller Ben L | Mine truss structures and method |
| DE3820700A1 (en) * | 1988-06-18 | 1989-12-21 | Ruhrkohle Ag | Compound anchor support system |
| CN101509383A (en) * | 2009-03-24 | 2009-08-19 | 徐州工程学院 | Tunnel footing anchor pouring reinforcement anti bottom expanding method and construction technique |
| CN101839140B (en) * | 2010-03-31 | 2012-05-23 | 中国矿业大学 | Method for reinforcing roadway floor by grouting |
| CN101915108A (en) * | 2010-06-22 | 2010-12-15 | 中国矿业大学 | Method for controlling floor heave of dynamic pressure tunnel |
| CN101886545B (en) * | 2010-07-05 | 2011-11-30 | 北京科技大学 | Method for treating bottom heave of soft rock roadway by using micro broken stone pipe cast pile |
| CN102444407A (en) * | 2011-12-12 | 2012-05-09 | 中铁二局股份有限公司 | Construction deformation control method for lower step of high crustal stress weak surrounding rock tunnel |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103291327A (en) * | 2013-05-07 | 2013-09-11 | 中国矿业大学 | Steel pile method for controlling floor heave of gob-side entry retaining |
| CN103291327B (en) * | 2013-05-07 | 2019-05-03 | 中国矿业大学 | It is a kind of for controlling the steel pile method of gob side entry retaining pucking |
| CN103266899A (en) * | 2013-05-31 | 2013-08-28 | 山东科技大学 | Method for controlling floor heave deformation of soft rock roadway by means of anchor pile continuous wall |
| CN103628898A (en) * | 2013-11-15 | 2014-03-12 | 山东科技大学 | Continuous wall supporting method for preventing floor heaving of roadway |
| CN103628898B (en) * | 2013-11-15 | 2016-01-20 | 山东科技大学 | A kind of for preventing the diaphragm wall supporting method of Floor Heave in Roadway |
| CN103982196A (en) * | 2014-05-16 | 2014-08-13 | 中国矿业大学(北京) | Anchoring and shotcreting roadway two-side concrete spray layer shear failure prevention and control method |
| CN103982196B (en) * | 2014-05-16 | 2016-01-20 | 中国矿业大学(北京) | Bolting and shotcrete roadway two helps concrete spray coating shear failure prevention and controls |
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Application publication date: 20121128 |