CN104018849B - A kind of stope drift active workings supporting method determined based on caving arch rise - Google Patents
A kind of stope drift active workings supporting method determined based on caving arch rise Download PDFInfo
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- CN104018849B CN104018849B CN201410280665.2A CN201410280665A CN104018849B CN 104018849 B CN104018849 B CN 104018849B CN 201410280665 A CN201410280665 A CN 201410280665A CN 104018849 B CN104018849 B CN 104018849B
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Abstract
The invention discloses a kind of stope drift active workings supporting method determined based on caving arch rise, comprise step: one, roadway excavation; Two, the lateral pressure coefficient of country rock basic mechanical parameter and roadway's sides rock mass is determined; Three, limit caving arch rise is determined: according to determined lateral pressure coefficient λ, and in conjunction with country rock basic mechanical parameter, to the rise b of the first limit caving arch
2with the rise b of the second limit caving arch
3determine; Step 4, roadway support scheme are determined: according to b
2and b
3back shallow-layer supporting and protection structure and back deep support structure are determined respectively; Five, supporting roadway surrounding rock construction; Six, next sections excavation and supporting roadway surrounding rock construction; Seven, repeatedly step 6 is repeated, until complete whole excavation and the supporting roadway surrounding rock work progress of rectangular shaped roadways.The inventive method step is simple, realization is convenient and result of use is good, effectively can reinforce, avoid the reclamation work of rectangular shaped roadways, and construction cost is low to rectangular shaped roadways top board.
Description
Technical field
The invention belongs to Roadway Support Technology field, be specifically related to a kind of stope drift active workings supporting method determined based on caving arch rise.
Background technology
Engineering practice shows, after rectangular shaped roadways excavation, roof rock mass produces slump due to the cutting at joint, and when slumping to a certain degree, top rock mass can form a natural arch and settle out.Due to the supporting parameter of natural arch and its form and rise substantial connection, science determines that its form and rise can appropriate design supporting parameters, at utmost saves support material, reaches the roof timbering effect of expection.Therefore, the form of natural arch and rise are studied, there is extremely important theory significance and practical meaning in engineering.
The basic assumption of Pu Shi caving arch basic theories is: 1. there is a lot of joint, crack and various weak intercalated layer in rock mass, rock mass is cut into the relatively very little sillar of physical dimension by above-mentioned discontinuous interlayer, also there is cohesion therebetween, therefore roadway surrounding rock can be considered as one certain cohesion, but the loose media that tension, bending resistance and shear resistance are all very weak; 2. after roadway excavation, as carried out supporting not in time, tunnel top rock mass will emit completion one arch: when roadway's sides is stablized, then the in the initial stage of that caving arch constantly increases with the development of slump; If two help instability, then the span of arch and sagitta can increase simultaneously; When tunnel buried depth H is greater than 5 times of spans of arch, caving arch can not infinitely develop, and forms a natural arch the most at last in country rock; 3. the friction at arch springing place againsts the movement of arch springing and safeguards the stable of arch; 4. be less than the maximal friction of arch springing place rock mass in the horizontal thrust at arch springing place, unnecessary frictional force ensures the stability of arch, avoids accidentally mobile and destroys, and being the rise that maximum condition decides caving arch with this deposit.
According to Pu Shi caving arch basic theories, natural caving arch parabolic equation is:
in formula: a
1for the half value of natural arch effective span, f is the solid coefficient of balkstone; The rise of caving arch is:
the pressure from surrounding rock obtained thus on the longitudinal every linear meter(lin.m.) support in tunnel is:
in formula: γ is back rock volume-weighted average.
Practice shows, Pu Shi caving arch basic theories reflects objective the law of ground pressure to a certain extent, but it still has the following disadvantages:
The first, have ignored horizontal stress σ
hon the impact of caving arch, in fact the lateral pressure coefficient λ form of encircleing roof collapse and rise all have impact:
Pu Shi caving arch theory only consider vertically stress on the impact of roof rock mass deformation failure, and the horizontal thrust at arch springing place is limited to the half value of the maximal friction that arch springing vertical reaction produces, have ignored completely flatly stress on the objective impact of roof rock mass caving arch.And in fact, in deep rock mass, protolith stress distribution is very uneven.On the one hand, the horizontal principal stress of both direction is unequal, and its direction, size are relevant with geological structure; On the other hand, in rock mass, there is maximum horizontal principal stress σ
hmaxthan vertical main stress bar σ
vmuch larger phenomenon, lateral stress coefficient lambda is even up to 20.Wherein, horizontal structural s tress may than the horizontal stress several times to tens times greatly caused of conducting oneself with dignity.Now, roof collapse arch is many in flat ellipse or perpendicular ellipticity, instead of single parabola shaped, and back very easily produces fracture inbreak, thus determines that mine roadway support parameter is unreasonable based on Pu Shi caving arch theory.
The second, help the simplification of wall caving form improper to two, and wall caving form has considerable influence to caving arch rise:
Pu Shi caving arch theory is thought, when tunnel roof and floor for comparatively competent bed and two help as weak coal (rock) body time, portion of side produces monocline face shearing slip.And in fact, after rectangle stope drift active workings excavation, surrouding rock stress generation distribution again is also helped to form bearing pressure two.When it exceedes the compressive strength of surface, portion of side country rock, pressure occurs and breaks bad, scaling off appears in surperficial country rock.After bearing pressure helps deep to shift to two, two help the country rock of midline position to be able to abundant shear failure, are just formed serious " side drum " after burst region expands further.Meanwhile, help for deep wall rock for two, along with the increase of confined pressure, its intensity is corresponding increase also.Therefore, in two processes helping collapse dept to increase gradually, more less to deep wall rock damage envelope, final formation wedge shape triangle burst region, namely there is wedge shape destruction in portion of side, tunnel, and the actual span in tunnel increases, the actual objective reality demonstrating this phenomenon of indoor resemble simulation test and scene.As shown in Figure 2, according to Limit Equilibrium Principle, under the condition of complete non-support, when roadway's sides plays pendulum, only can there is inbreak in side portion's country rock in Δ AED and Δ BFC region, and be called that portion of side, tunnel wedge shape occurs and destroys, Δ AED and Δ BFC is wedge shape triangle burst region.
Because rectangle stope drift active workings roof and floor is for comparatively competent bed and two help as soft rock mass, if be rigid body depending on adjoining rock, the now stressed uniaxial compressive test model being reduced to one-sided unrestricted distortion of side portion's coal body.Can infer, if the angle of internal friction that known two help rock mass
then the two limiting damage Region Theory helped are approximately an isosceles triangle, its angle of rupture size is
as shown in Figure 4, in indoor to angle of friction be
rock sample carry out without side limit uniaxial compression rupture test, the modal mode of failure of rock sample is X shape conjugation inclined-plane shear failure, the plane of fracture and internal friction angle of rock
meet relation:
Three, the shape simplification of two arches of roof collapse when helping stable is too single:
Pu Shi caving arch theory is homogeneous, continuous and isotropic geologic body based on deep rock, and the shape of natural caving arch is parabola.And in fact, deep rock shows heterogeneous body, discontinuous and anisotropic feature, these defects make it have many-sided physical behavior.At the scene in practice, when roadway's sides is stable, roof collapse arch mostly is in flat ellipse or perpendicular ellipticity, instead of absolute parabola shaped.In addition, also a large amount of in engineering practice exist some special circumstances, roof collapse arch not only shows as regular, a round and smooth camber line, height can reach the several times of tunnel height itself, in the middle of it, the width of a certain part is more much bigger than the width in tunnel, if press Pu Shi formulae discovery, inbreak sagitta is often less than normal.These problems show single parabola shaped not as Pu Shi theory of tunnel caving arch form, and for a given safety coefficient K, natural arch exists low form and to encircle and high form encircles two kinds of different situations.
Four, ignore two and help the impact of wedge shape destruction on roof collapse kiln crown, in fact vertically drawing crack after wedge shape destruction, the caving arch rise of various form is on the low side compared with theoretical value:
Destroy formed behind wedge shape rupture zone when roadway's sides produces wedge shape under roof and floor pressure, the triangle rock mass that slump do not occur in upper side continues to bear the comprehensive function of overburden pressure and deadweight thereof.Stable state will be in when maximum tension stress suffered by triangle rock mass is less than the tensile strength of rock mass.Now, effective half-breadth in tunnel is still design half-breadth, identical when top board balanced arch form and rise are helped stable with two; Otherwise will produce drawing crack and slump when maximum tension stress suffered by triangle rock mass is greater than the tensile strength of rock mass, effective half-breadth in tunnel is increased, thus affects the caving arch rise of roof rock mass.
As can be seen here, the mode of failure that in engineering reality, the form of caving arch and rise are all helped with the flatly stress and two of rectangle stope drift active workings top board is related, is therefore necessary under deformation failure form and prerequisite that flatly stress affects top board are helped in consideration two, determine caving arch form and rise.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of stope drift active workings supporting method determined based on caving arch rise is provided, its method step is simple, realization is convenient and result of use is good, effectively can reinforce rectangular shaped roadways top board, avoid the reclamation work of rectangular shaped roadways, and construction cost is low.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: divide multiple sections to excavate rectangular shaped roadways from front to back along longitudinal extension direction, tunnel and surrounding rock supporting construction, the cross section of rectangular shaped roadways is rectangle, and excavation and the surrounding rock supporting construction method of multiple described sections are all identical; Arbitrary sections is carried out excavating and surrounding rock supporting construction time, comprise the following steps:
Step one, roadway excavation: current constructed sections is excavated;
The lateral pressure coefficient of step 2, country rock basic mechanical parameter and roadway's sides rock mass is determined: carrying out laboratory test by boring sample to on-the-spot institute, testing the country rock basic mechanical parameter of current constructed sections after excavation in step one; Further, the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections is determined, λ > 0;
Step 3, limit caving arch rise are determined: according to lateral pressure coefficient λ determined in step 2, and in conjunction with determined country rock basic mechanical parameter, excavation portion of side, road, rear lane are occurred to for the rise b of the first limit caving arch that inbreak is formed when wedge shape is destroyed
2with the rise b continuing the second limit caving arch that inbreak is formed on the basis of the first limit caving arch
3determine;
Wherein, as 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of the first limit caving arch
2; Further, according to formula
calculate the rise b of the second limit caving arch
3;
When λ=1, according to formula
Calculate the rise b of the first limit caving arch (2-2)
2; Further, according to formula
calculate the rise b of the second limit caving arch
3;
In formula (1), formula (2), formula (3) and formula (4), K be safety factor and K be not less than 1 rational, f is the solid coefficient of current construction sections roof strata,
in formula (5)
B is the excavation width of rectangular shaped roadways and its unit is m,
h is the excavation height of rectangular shaped roadways and its unit is m,
by the angle of internal friction of the roadway's sides rock mass of current construction sections;
Step 4, roadway support scheme are determined: according to limit caving arch rise determined in step 3, determine the roadway support scheme that current constructed sections adopts; Described roadway support scheme is by being laid in the multiple roadway support unit in current construction sections from front to back along tunnel bearing of trend, the structure of multiple described roadway support unit is all identical;
Described roadway support unit comprises the roof timbering system on the back being laid in current constructed sections, and the supporting and protection structure that described roof timbering system adopts is anchor cable and combining anchor supporting and protection structure; Described anchor cable and combining anchor supporting and protection structure comprise carries out the back shallow-layer supporting and protection structure of shallow-layer supporting to the back of current constructed sections and the back of current constructed sections is carried out to the back deep support structure of deep support; Described back shallow-layer supporting and protection structure comprises the anchor pole one on multiple back being laid in current constructed sections from left to right, and described back deep support structure comprises the anchor cable on multiple back being laid in current constructed sections from left to right; When the supporting and protection structure of described roof timbering system is determined, according in step 3 determine the rise b of the first limit caving arch
2the length of anchor pole one is determined, and according in step 3 determine the rise b of the second limit caving arch
3the length of anchor cable is determined;
Step 5, supporting roadway surrounding rock are constructed: according to described roadway support scheme determined in step 4, carry out supporting construction to current constructed sections;
Step 6, next sections excavation and supporting roadway surrounding rock construction: repeat step one to step 5, excavate next sections and supporting roadway surrounding rock construction;
Step 7, repeatedly repeat step 6, until complete whole excavation and the supporting roadway surrounding rock work progress of rectangular shaped roadways.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: the unit of roadway support described in step 4 also comprises portion of side, the tunnel support system being laid in and helping in tunnel, current the constructed sections left and right sides, the supporting and protection structure that portion of side, described tunnel support system adopts is prestressed anchor supporting and protection structure.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, is characterized in that: the length of multiple described anchor pole one is equal to L
3=l
1+ b
2+ l
2, b
2for in step 3 determine the rise of the first limit caving arch; The length of multiple described anchor cable is all not less than L
4, wherein L
4=l
1+ b
3+ l
2, b
3for according in step 3 determine the rise of the second limit caving arch, l
1=0.1m ~ 0.2m, l
2=0.3m ~ 0.5m.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: the supporting and protection structure that portion of side, described tunnel support system adopts comprises two and is symmetrically respectively laid in side portion's supporting and protection structure of helping in tunnel, current the constructed sections left and right sides, and the structure of two described side portion's supporting and protection structure is identical;
Described side portion's supporting and protection structure comprises multiple anchor pole two be laid in portion of side, current constructed sections tunnel from top to bottom; The length of multiple described anchor pole two is equal to L
1=l
1+ b+l
2, wherein l
1=0.1m ~ 0.2m,
and h is the excavation height of rectangular shaped roadways, l
2=0.3m ~ 0.5m.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, is characterized in that: K=1.2 ~ 2.2 in step 3, and the spacing before and after in step 4 between adjacent two described roadway support unit is 0.6m ~ 1.2m.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, is characterized in that: the longitudinal length of multiple described sections is 10m ~ 50m.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: the quantity of multiple described anchor pole two is greater than 3, the anchor pole two of topmost is positioned at for lane side roll bolt in multiple described anchor pole two, be positioned at the anchor pole two of foot in multiple described anchor pole two for lane side bottom anchor pole, and the anchor pole two in multiple described anchor pole two between described lane side roll bolt and described lane side bottom anchor pole is lane side middle part anchor pole; Described lane side middle part anchor pole is that level is to laying, side roll bolt in described lane is inclined upwardly gradually from the inside to the outside and it is 10 ° ~ 15 ° with the angle of horizontal direction, and bottom described lane side, anchor pole is downward-sloping gradually from the inside to the outside and the angle of itself and horizontal direction is 10 ° ~ 15 °; Spacing in multiple described anchor pole two between neighbouring two described anchor pole two inner ends is 0.8m ~ 1m.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: the quantity of multiple described anchor pole one is greater than 3, the anchor pole one of the leftmost side is positioned at for anchor pole on the left of top board in multiple described anchor pole one, the anchor pole one of the rightmost side is positioned at for anchor pole on the right side of top board in multiple described anchor pole one, and the anchor pole one in multiple described anchor pole one on the left of described top board on the right side of anchor pole and described top board between anchor pole is anchor pole in the middle part of top board, in the middle part of described top board, anchor pole is vertically to laying, on the left of described top board, anchor pole is tilted to the left and the angle of itself and vertical direction is 15 ° ~ 30 ° from the inside to the outside gradually, on the right side of described top board, anchor pole is tilted to the right and the angle of itself and vertical direction is 15 ° ~ 30 ° from the inside to the outside gradually, spacing in multiple described anchor pole one between adjacent two described anchor pole one inner ends in left and right is 0.8m ~ 1m,
The anchor cable being positioned at the leftmost side in multiple described anchor cable is anchor cable on the left of top board, the anchor cable being positioned at the rightmost side in multiple described anchor cable is anchor cable on the right side of top board, and the anchor cable in multiple described anchor cable on the left of described top board on the right side of anchor cable and described top board between anchor cable is anchor cable in the middle part of top board, in the middle part of described top board, anchor cable is vertically to laying, on the left of described top board, anchor cable is tilted to the left and the angle of itself and vertical direction is 15 ° ~ 20 ° from the inside to the outside gradually, and on the right side of described top board, anchor cable is tilted to the right and the angle of itself and vertical direction is 15 ° ~ 20 ° from the inside to the outside gradually; Spacing in multiple described anchor cable between adjacent two the described anchor cables in left and right is 1.3m ~ 2.0m.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: after in step one, current constructed sections has excavated, the flatly stress of the roadway's sides rock mass of current constructed sections and vertically stress are tested, and determine the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections according to test result, and to test the flatly stress of roadway's sides rock mass that draws with the ratio of vertically stress be lateral pressure coefficient λ.
Above-mentioned a kind of stope drift active workings supporting method determined based on caving arch rise, is characterized in that: after in step one, roadway excavation completes, and chooses a sections as test section from current the constructed sections excavated; Carry out country rock basic mechanical parameter in step 2 when determining, bore sample from described test section and carry out laboratory test, and the result of the test obtained is the country rock basic mechanical parameter of construction sections current after excavation.
The present invention compared with prior art has the following advantages:
1, laneway support method step is simple, realization is convenient and input cost is low.
2, caving arch rise defining method is simple, reasonable, specifically determine according to the lateral pressure coefficient of portion of side, tunnel rock mass, and determined caving arch rise and engineering reality is closely.
3, roadway support schematic design is reasonable and design process is simple, it is convenient to realize, by the supporting and protection structure that appropriate design roof timbering system and portion of side, tunnel support system adopt, rectangular shaped roadways is effectively reinforced, effectively can solve and make in response to by Pu Shi caving arch basic theories the problem that roadway support parameter accuracy is low, according to lateral pressure coefficient, caving arch rise is determined, determined caving arch rise is on the low side compared with Pu Shi caving arch basic theories, meet supporting stablize, reliable and under the prerequisite of safety, reach cost-saving object, there is economy, drop into construction cost lower, the advantage such as safe and reliable, thus powerful guarantee can be provided for mine normally produces.
4, result of use is good, effectively can reinforce rectangular shaped roadways, avoids the reclamation work of rectangular shaped roadways.Meanwhile, adopt the mode of excavation section by section and sectional supporting, effectively can reinforce rectangular shaped roadways top board, and effectively can ensure the supporting effect in long distance tunnel.
In sum, the inventive method step is simple, realization is convenient and result of use is good, effectively can prevent and treat, avoid the reclamation work of rectangular shaped roadways, and construction cost is low to rectangular shaped roadways roof collapse.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is method flow block diagram of the present invention.
Fig. 2 is the installation position schematic diagram of natural caving of the present invention arch, the first limit caving arch and the second limit caving arch.
Fig. 3 adopts by the present invention the structural representation of surrounding rock supporting scheme.
Fig. 4 is at the indoor rock sample mode of failure schematic diagram without side limit uniaxial compression rupture test.
Description of reference numerals:
1-rectangular shaped roadways; 2-1-natural caving arch; 2-2-the first limit caving arch;
2-3-the second limit caving arch; 3-anchor pole one; 4-anchor cable;
5-anchor pole two.
Detailed description of the invention
A kind of stope drift active workings supporting method determined based on caving arch rise as shown in Figure 1, multiple sections is divided to excavate rectangular shaped roadways 1 from front to back along longitudinal extension direction, tunnel and surrounding rock supporting construction, the cross section of rectangular shaped roadways 1 is rectangle, and excavation and the surrounding rock supporting construction method of multiple described sections are all identical; Arbitrary sections is carried out excavating and surrounding rock supporting construction time, comprise the following steps:
Step one, roadway excavation: current constructed sections is excavated;
The lateral pressure coefficient of step 2, country rock basic mechanical parameter and roadway's sides rock mass is determined: carrying out laboratory test by boring sample to on-the-spot institute, testing the country rock basic mechanical parameter of current constructed sections after excavation in step one; Further, the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections is determined, λ > 0.
In the present embodiment, after roadway excavation completes in step one, from current the constructed sections excavated, choose a sections as test section.
During practice of construction, the length of described test section is about 1m.
In the present embodiment, determined country rock basic mechanical parameter at least should comprise the angle of internal friction of the solid coefficient f of current constructed sections roof strata and the roadway's sides rock mass of current constructed sections
Carry out country rock basic mechanical parameter in step 2 when determining, bore sample from described test section and carry out laboratory test, and the result of the test obtained is the country rock basic mechanical parameter of construction sections current after excavation.The flatly stress that described country rock basic mechanical parameter comprises roadway's sides rock mass and vertically stress, and the flatly stress of roadway's sides rock mass is lateral pressure coefficient λ with the ratio of vertically stress, wherein vertically stress is vertical compressive stress, and described flatly stress is horizontal compressive stress.
In the present embodiment, after in step one, current constructed sections has excavated, the flatly stress of the roadway's sides rock mass of current constructed sections and vertically stress are tested, and determine the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections according to test result, and to test the flatly stress of roadway's sides rock mass that draws with the ratio of vertically stress be lateral pressure coefficient λ.
Actual with when vertically stress is tested, stress restoration, geophysical method, stress relief method, hydraulic fracturing etc. are mainly comprised to flatly stress.
Wherein, stress restoration is used to the method directly measuring rock mass stress size, is only applicable to rock mass surface; But when the main stress bar of known rock mass, this law is comparatively simple.Stress restoration is that nail is surveyed in installation one group, is usually arranged on coal column, first accurately measures nail spacing, and then fluting between survey nail, remeasures and survey nail spacing.In groove, install a flat jack and pressurize to it, survey is followed closely and gets back to original position, pressure is now the stress of rock mass.
Geophysical method comprises: acoustic-emission, wave velocity method, photoelastic stress method, x-ray method etc.
The stress of primary rock is the tolerance that under native state, in rock mass, certain some all directions upper stress component is overall, and generally, six stress components are in relative balance state.It is then by the boring of construction disturbance in rock mass that stress relief method measures the stress of primary rock, breaks its original equilibrium state, measures the strain of the release of rock mass stress and generation, by its Stress-strain Effect, and the indirect determination stress of primary rock; Be current most widely used earth stress measuring method, in worldwide, more than 80% geostatic stress data is obtained by this method.The general principle of stress relief method is exactly, after one block of rock takes out from the rock mass of stressed effect, because the elasticity of its rock can expand distortion, measure the three-dimensional expansion distortion of this block rock after stress relieving, and determine its modulus of elasticity by the on-the-spot mould calibration that plays, then the size and Orientation of stress in rock mass before stress relieving can be calculated by linear Hooke's law.Specifically this method is first made a call to one exactly and is measured boring in rock, strain gauge to be arranged in gaging hole and observed reading, then core drilling is bored at the outer concentric locking collar of measured hole, core and country rock are departed from, stress on core recovers because of releasing, according to the difference before and after stress relieving measured by instrument, the size and Orientation of stress can be calculated.Stress relief method mainly comprises following several: hole bottom stress overcoring method, rock mass surface stress overcoring method, stress relief by borehole overcoring technique etc.
Hydraulic fracturing is the hole that one, brill is vertical in rock mass, and after being sealed, Xiang Kongzhong injects highly pressurised liquid, until crack appears in this hole.The size and Orientation of rock mass intermediate principal stress according to the mechanical property of rock, fracture orientation and can occur that the pressure in crack is determined.Hydraulic fracturing thinks that Initial Cracking occurs in the minimum position of drill hole wall shear stress, that is is parallel to the direction of major principal stress, this be based on rock for continuously, homogeneous and isotropic hypothesis.If hole wall inherently has natural fissure to exist, so cracking will probably occur in these positions, but not the position that shear stress is minimum, be comparatively applicable to complete brittle rock.Batholith institute of institute of Yangtze River Water section Liu Yun virtue is checked traditional hydraulic fracturing geostress survey and is revised, and proposes three-dimension geosciences modeling truly.
Step 3, limit caving arch rise are determined: according to lateral pressure coefficient λ determined in step 2, and in conjunction with determined country rock basic mechanical parameter, excavation portion of side, road, rear lane are occurred to for the rise b of the first limit caving arch 2-2 that inbreak is formed when wedge shape is destroyed
2with the rise b continuing the second limit caving arch 2-3 that inbreak is formed on the basis of the first limit caving arch 2-2
3determine.
Wherein, as 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of the first limit caving arch 2-2
2; Further, according to formula
calculate the rise b of the second limit caving arch 2-3
3;
When λ=1, according to formula
Calculate the rise b of the first limit caving arch 2-2
2; Further, according to formula
calculate the rise b of the second limit caving arch 2-3
3.
In formula (1), formula (2), formula (3) and formula (4), K be safety factor and K be not less than 1 rational, f is the solid coefficient of current construction sections roof strata,
in formula (5)
B is the excavation width of rectangular shaped roadways 1 and its unit is m,
h is the excavation height of rectangular shaped roadways 1 and its unit is m,
by the angle of internal friction of the roadway's sides rock mass of current construction sections.
During practice of construction, when roadway's sides is in stable state, back forms natural caving arch 2-1, according to force analysis result, can draw: when λ=0, according to formula
calculate the rise b of natural caving arch 2-1
1; As 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of natural caving arch 2-1
1; When λ=1, according to formula
calculate the rise b of natural caving arch 2-1
1; In formula (6), formula (7) and formula (8),
b is the excavation width of rectangular shaped roadways 1.
From formula (6), formula (7) and formula (8), caving arch rise when what Pu Shi caving arch theory was considered is only under roadway's sides is stablized and λ=0, and caving arch rise during λ > 0 is all inaccurate, all determine according to caving arch rise during λ=0, and in practice, the situation of lateral pressure coefficient λ=0 exists hardly.
Actual when carrying out roadway excavation, at the roadway excavation initial stage, namely form the natural caving pressure arch closed in tunnel-surrounding certain limit, i.e. natural caving arch 2-1, when roadway's sides rock mass is in stable state, back no longer continues outside inbreak; And when roadway's sides rock mass plays pendulum, back and two helps rock mass under pressure, continuous broken inbreak, pressure arch is to external expansion.According to Limit Equilibrium Principle, under the condition of complete non-support, when the further slump of roadway's sides is to angle of rupture
time, only can there is inbreak in side portion's country rock in Δ AED and Δ BFC region, and ultimate limit state lower line segment EG and line segment FH is in vertically laying, and Δ AED and Δ BFC can keep stable state with the country rock of exterior domain.Now, namely natural caving arch 2-1 develops into the first engineering limit caving arch, i.e. the first limit caving arch 2-2.Composition graphs 2, the first solid line be arranged in above natural caving arch 2-1 is the installation position of engineering practice first limit caving arch 2-2, the first dotted line be positioned at above natural caving arch 2-1 is the installation position according to theoretical the first limit caving arch 2-2 determined of Pu Shi caving arch, and in engineering practice, the rise of the rise of the first limit caving arch 2-2 first limit caving arch 2-2 that determine theoretical compared with Pu Shi caving arch is on the low side.The present invention determine the rise b of the first limit caving arch 2-2
2, be carry out determining according to the installation position of the first limit caving arch 2-2 in engineering practice.
In engineering practice, when roof rock heterogeneous body, discontinuous and anisotropic objective Property comparison are serious, in addition the deterioration effect of weathering deliquescence, first limit caving arch 2-2 will continue inbreak, final formation second engineering limit caving arch, i.e. the second limit caving arch 2-3, its roof collapse height may exceed head-room, and in the middle of arch, a certain partial width is also much bigger than span length.Composition graphs 2, the second solid line be arranged in above natural caving arch 2-1 is the installation position of engineering practice second limit caving arch 2-3, the second dotted line be positioned at above natural caving arch 2-1 is the installation position according to theoretical the second limit caving arch 2-3 determined of Pu Shi caving arch, and in engineering practice, the rise of the rise of the second limit caving arch 2-3 second limit caving arch 2-3 that determine theoretical compared with Pu Shi caving arch is on the low side.The present invention determine the rise b of the second limit caving arch 2-3
3, be carry out determining according to the installation position of the second limit caving arch 2-3 in engineering practice.When roadway floor remains stable, natural caving arch 2-1, the first limit caving arch 2-2 and the second limit caving arch 2-3 all helps angle point C and D by two.
As 0 < λ < 1 or λ > 1, the shape of the first limit caving arch 2-2 is oval, and according to
Can draw
Can be found out by formula (9): the rise b of the first limit caving arch 2-2
2increase with the increase of arch springing place buckling safety factor K; When the solid coefficient f of current constructed sections roof strata is constant, the rise b of the first limit caving arch 2-2
2larger, stability and safety is got at arch springing place.Further, as 0 < λ < 1 or λ > 1, the shape of the second limit caving arch 2-3 is oval, according to
Can draw
Can be found out by formula (10): the rise b of the second limit caving arch 2-3
3reduce with the increase of arch springing place buckling safety factor K; When the solid coefficient f of current constructed sections roof strata is constant, the rise b of the second limit caving arch 2-3
3less, stability and safety is got at arch springing place.
For mine working, when country rock is in latent plasticity or plastic state, its poisson's ratio μ close to 0.5, lateral pressure coefficient λ ≈ 1, vertically stress σ suffered by country rock
vwith flatly stress σ
halmost equal, and be in hydrostatic pressure state.When λ=1, the shape of the first limit caving arch 2-2 is circular arc, according to
can find out: when solid coefficient f mono-timing of arch springing place buckling safety factor K and current constructed sections roof strata, the rise b of the first limit caving arch 2-2
2with a
2proportional.Further, when λ=1, the shape of the second limit caving arch 2-3 is circular arc, according to formula
when solid coefficient f mono-timing of arch springing place buckling safety factor K and current constructed sections roof strata, the rise b of the first limit caving arch 2-2
2with a
3(i.e. a
2) proportional.
Can be found out by above-mentioned formula (1) and formula (3), the rise b of the first limit caving arch 2-2
2on the low side compared with the theoretical determined rise of Pu Shi caving arch.Further, the rise b of the first limit caving arch 2-2 in engineering practice
2with Pu Shi caving arch theoretical determine the difference of rise, mainly because Pu Shi caving arch theory thinks that the roadway's sides maximal destruction degree of depth is
and determine in the present invention that the maximum inbreak degree of depth of roadway's sides occurs in the mid point in portion of side, and the maximum inbreak degree of depth of roadway's sides is
this value be only Pu Shi caving arch theoretical determine the half of the maximal destruction degree of depth.
Due in engineering practice, whether portion of side, tunnel is in stable state cannot accurately judge, thus for guaranteeing validity and the stability of roadway support structure, the present invention all plays pendulum according to tunnel and to determine roadway support scheme.
Step 4, roadway support scheme are determined: according to limit caving arch rise determined in step 3, determine the roadway support scheme that current constructed sections adopts; Described roadway support scheme is by being laid in the multiple roadway support unit in current construction sections from front to back along tunnel bearing of trend, the structure of multiple described roadway support unit is all identical.
As shown in Figure 3, described roadway support unit comprises the roof timbering system on the back being laid in current constructed sections, and the supporting and protection structure that described roof timbering system adopts is anchor cable and combining anchor supporting and protection structure; Described anchor cable and combining anchor supporting and protection structure comprise carries out the back shallow-layer supporting and protection structure of shallow-layer supporting to the back of current constructed sections and the back of current constructed sections is carried out to the back deep support structure of deep support; Described back shallow-layer supporting and protection structure comprises the anchor pole 1 on multiple back being laid in current constructed sections from left to right, and described back deep support structure comprises the anchor cable 4 on multiple back being laid in current constructed sections from left to right; When the supporting and protection structure of described roof timbering system is determined, according in step 3 determine the rise b of the first limit caving arch 2-2
2the length of anchor pole 1 is determined, and according in step 3 determine the rise b of the second limit caving arch 2-3
3the length of anchor cable 4 is determined.
Step 5, supporting roadway surrounding rock are constructed: according to described roadway support scheme determined in step 4, carry out supporting construction to current constructed sections.
Step 6, next sections excavation and supporting roadway surrounding rock construction: repeat step one to step 5, excavate next sections and supporting roadway surrounding rock construction.
Step 7, repeatedly repeat step 6, until complete whole excavation and the supporting roadway surrounding rock work progress of rectangular shaped roadways 1.
In the present embodiment, the length of multiple described anchor pole 1 is equal to L
3=l
1+ b
2+ l
2, b
2for in step 3 determine the rise of the first limit caving arch 2-2; The length of multiple described anchor cable 4 is all not less than L
4, wherein L
4=l
1+ b
3+ l
2, b
3for according in step 3 determine the rise of the second limit caving arch 2-3, l
1=0.1m ~ 0.2m, l
2=0.3m ~ 0.5m.
During practice of construction, can according to specific needs, to l
1and l
2value size adjust accordingly.
Meanwhile, the unit of roadway support described in step 4 also comprises portion of side, the tunnel support system being laid in and helping in tunnel, current the constructed sections left and right sides, and the supporting and protection structure that portion of side, described tunnel support system adopts is prestressed anchor supporting and protection structure.
In the present embodiment, the supporting and protection structure that portion of side, described tunnel support system adopts comprises two and is symmetrically respectively laid in side portion's supporting and protection structure of helping in tunnel, current the constructed sections left and right sides, and the structure of two described side portion's supporting and protection structure is identical.
Described side portion's supporting and protection structure comprises multiple anchor pole 25 be laid in portion of side, current constructed sections tunnel from top to bottom; The length of multiple described anchor pole 25 is equal to L
1=l
1+ b+l
2, wherein l
1=0.1m ~ 0.2m,
and h is the excavation height of rectangular shaped roadways 1, l
2=0.3m ~ 0.5m.
The quantity of multiple described anchor pole 25 is greater than 3, the anchor pole 25 of topmost is positioned at for lane side roll bolt in multiple described anchor pole 25, be positioned at the anchor pole 25 of foot in multiple described anchor pole 25 for lane side bottom anchor pole, and the anchor pole 25 in multiple described anchor pole 25 between described lane side roll bolt and described lane side bottom anchor pole is lane side middle part anchor pole; Described lane side middle part anchor pole is that level is to laying, side roll bolt in described lane is inclined upwardly gradually from the inside to the outside and it is 10 ° ~ 15 ° with the angle of horizontal direction, and bottom described lane side, anchor pole is downward-sloping gradually from the inside to the outside and the angle of itself and horizontal direction is 10 ° ~ 15 °; Spacing in multiple described anchor pole 25 between neighbouring two described anchor pole 25 inner ends is 0.8m ~ 1m.In the present embodiment, in described side portion's supporting and protection structure, the quantity of anchor pole 25 is 4.Further, the symmetrical laying of two described side portion's supporting and protection structure.
During practice of construction, can according to specific needs, the spacing between the quantity of anchor pole 25 in described side portion's supporting and protection structure and neighbouring two described anchor pole 25 inner ends is adjusted accordingly.
During practice of construction, K=1.2 ~ 2.2.In the present embodiment, K=2.
The longitudinal length of multiple described sections is 10m ~ 50m.In the present embodiment, the longitudinal length of multiple described sections is about 30m.
The quantity of multiple described anchor pole 1 is greater than 3, the anchor pole 1 of the leftmost side is positioned at for anchor pole on the left of top board in multiple described anchor pole 1, the anchor pole 1 of the rightmost side is positioned at for anchor pole on the right side of top board in multiple described anchor pole 1, and the anchor pole 1 in multiple described anchor pole 1 on the left of described top board on the right side of anchor pole and described top board between anchor pole is anchor pole in the middle part of top board, in the middle part of described top board, anchor pole is vertically to laying, on the left of described top board, anchor pole is tilted to the left and the angle of itself and vertical direction is 15 ° ~ 30 ° from the inside to the outside gradually, on the right side of described top board, anchor pole is tilted to the right and the angle of itself and vertical direction is 15 ° ~ 30 ° from the inside to the outside gradually, spacing in multiple described anchor pole 1 between adjacent two described anchor pole 1 inner ends in left and right is 0.8m ~ 1m.
In the present embodiment, the quantity of multiple described anchor pole 1 is four.During practice of construction, can according to specific needs, the spacing between adjacent two described anchor pole 1 inner ends of quantity and left and right of described anchor pole 1 is adjusted accordingly.
During practice of construction, the quantity of multiple described anchor cable 4 also can be three.
The anchor cable 4 of the leftmost side is positioned at for anchor cable on the left of top board in multiple described anchor cable 4, the anchor cable 4 of the rightmost side is positioned at for anchor cable on the right side of top board in multiple described anchor cable 4, and the anchor cable 4 in multiple described anchor cable 4 on the left of described top board on the right side of anchor cable and described top board between anchor cable is anchor cable in the middle part of top board, in the middle part of described top board, anchor cable is vertically to laying, on the left of described top board, anchor cable is tilted to the left and the angle of itself and vertical direction is 15 ° ~ 20 ° from the inside to the outside gradually, and on the right side of described top board, anchor cable is tilted to the right and the angle of itself and vertical direction is 15 ° ~ 20 ° from the inside to the outside gradually; Spacing in multiple described anchor cable 4 between adjacent two the described anchor cables 4 in left and right is 1.3m ~ 2.0m.
In the present embodiment, the quantity of multiple described anchor cable 4 is two, only to comprise on the left of a top board anchor cable on the right side of anchor cable and a top board in the supporting and protection structure that namely described roof timbering system two adopts.
During practice of construction, the quantity of multiple described anchor cable 4 also can be three.
In the present embodiment, the spacing before and after in step 4 between adjacent two described roadway support unit is 0.6m ~ 1.2m.In practice of construction process, according to concrete actual needs, the spacing between adjacent two the described roadway support unit in front and back can be adjusted accordingly.
In the present embodiment, described rectangular shaped roadways 1 is the work plane haulage gate of family's loess hills field with "nine squares" N14201 fully mechanized coal face.Opening family's loess hills field with "nine squares" N14201 fully mechanized coal face is this ore deposit 4-2 coal the 3rd fully-mechanized mining working, the design work face length degree 301m (upper and lower crossheading centre distance) of N14201 fully mechanized coal face, advances length 1602m, average mining height 3.4m, 1 ° ~ 3 °, work plane inclination angle.This work plane haulage gate section is rectangle, tunnel design width is 6.0m and its design height is 3.5m, its immediate roof is based on the mud stone of Dark grey, lumps, containing a large amount of axis, phyllite, thick 1.65m, easy-weathering is broken, and chance water easily softens, totally unfavorable to the supporting of work plane, Local topography is packsand or siltstone; Old top is the packsand of light gray, thick-layer shape, current bedding.
Measure through laboratory test, the solid coefficient f=1.8 of described rectangular shaped roadways 1 roof strata, the angle of internal friction of roadway's sides rock mass
According to formula (5),
and through determining, lateral pressure coefficient λ=0.8, safety coefficient K=2.0, according to formula (1), calculate
Further, according to formula (2), calculate
As the protruded length l of anchor pole 1
1=0.1m and it anchors into the length l of stability of cavern roof rock stratum
2during=0.3m, the length L of described anchor pole 1
3=l
1+ b
2+ l
2=0.1+1.9+0.3=2.3m.As the protruded length l of anchor cable 4
1=0.1m and it anchors into the length l of stability of cavern roof rock stratum
2during=0.4m, L
4=l
1+ b
3+ l
2=0.1+11.2+0.4=11.7m, the length of anchor cable 4 is 12m herein.
As the protruded length l of anchor pole 25
1=0.1m and it anchors into the length l of stability of cavern roof rock stratum
2during=0.3m, L
1=l
1+ b+l
2=0.1+1.75+0.3=2.15m, the length of anchor pole 25 described herein is 2.2m.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. the stope drift active workings supporting method determined based on caving arch rise, it is characterized in that: divide multiple sections to excavate rectangular shaped roadways (1) from front to back along longitudinal extension direction, tunnel and surrounding rock supporting construction, the cross section of rectangular shaped roadways (1) is rectangle, and excavation and the surrounding rock supporting construction method of multiple described sections are all identical; Arbitrary sections is carried out excavating and surrounding rock supporting construction time, comprise the following steps:
Step one, roadway excavation: current constructed sections is excavated;
The lateral pressure coefficient of step 2, country rock basic mechanical parameter and roadway's sides rock mass is determined: carrying out laboratory test by boring sample to on-the-spot institute, testing the country rock basic mechanical parameter of current constructed sections after excavation in step one; Further, the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections is determined, λ > 0;
Step 3, limit caving arch rise are determined: according to lateral pressure coefficient λ determined in step 2, and in conjunction with determined country rock basic mechanical parameter, excavation portion of side, road, rear lane be there is to the rise b of the first limit caving arch (2-2) that inbreak is formed when wedge shape is destroyed
2with the rise b continuing the second limit caving arch (2-3) that inbreak is formed on the basis of the first limit caving arch (2-2)
3determine;
Wherein, as 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of the first limit caving arch (2-2)
2; Further, according to formula
calculate the rise b of the second limit caving arch (2-3)
3;
When λ=1, according to formula
calculate the rise b of the first limit caving arch (2-2)
2; Further, according to formula
calculate the rise b of the second limit caving arch (2-3)
3;
In formula (1), formula (2), formula (3) and formula (4), K be safety factor and K be not less than 1 rational, f is the solid coefficient of current construction sections roof strata,
in formula (5)
b is the excavation width of rectangular shaped roadways (1) and its unit is m,
h is the excavation height of rectangular shaped roadways (1) and its unit is m,
by the angle of internal friction of the roadway's sides rock mass of current construction sections;
Step 4, roadway support scheme are determined: according to limit caving arch rise determined in step 3, determine the roadway support scheme that current constructed sections adopts; Described roadway support scheme is by being laid in the multiple roadway support unit in current construction sections from front to back along tunnel bearing of trend, the structure of multiple described roadway support unit is all identical;
Described roadway support unit comprises the roof timbering system on the back being laid in current constructed sections, and the supporting and protection structure that described roof timbering system adopts is anchor cable and combining anchor supporting and protection structure; Described anchor cable and combining anchor supporting and protection structure comprise carries out the back shallow-layer supporting and protection structure of shallow-layer supporting to the back of current constructed sections and the back of current constructed sections is carried out to the back deep support structure of deep support; Described back shallow-layer supporting and protection structure comprises the anchor pole one (3) on multiple back being laid in current constructed sections from left to right, and described back deep support structure comprises the anchor cable (4) on multiple back being laid in current constructed sections from left to right; When the supporting and protection structure of described roof timbering system is determined, according in step 3 determine the rise b of the first limit caving arch (2-2)
2the length of anchor pole one (3) is determined, and according in step 3 determine the rise b of the second limit caving arch (2-3)
3the length of anchor cable (4) is determined;
Step 5, supporting roadway surrounding rock are constructed: according to described roadway support scheme determined in step 4, carry out supporting construction to current constructed sections;
Step 6, next sections excavation and supporting roadway surrounding rock construction: repeat step one to step 5, excavate next sections and supporting roadway surrounding rock construction;
Step 7, repeatedly repeat step 6, until complete whole excavation and the supporting roadway surrounding rock work progress of rectangular shaped roadways (1).
2. according to a kind of stope drift active workings supporting method determined based on caving arch rise according to claim 1, it is characterized in that: the length of multiple described anchor pole one (3) is equal to L
3=l
1+ b
2+ l
2, b
2for in step 3 determine the rise of the first limit caving arch (2-2); The length of multiple described anchor cable (4) is all not less than L
4, wherein L
4=l
1+ b
3+ l
2, b
3for according in step 3 determine the rise of the second limit caving arch (2-3), l
1=0.1m ~ 0.2m, l
2=0.3m ~ 0.5m.
3. according to a kind of stope drift active workings supporting method determined based on caving arch rise described in claim 1 or 2, it is characterized in that: the unit of roadway support described in step 4 also comprises portion of side, the tunnel support system being laid in and helping in tunnel, current the constructed sections left and right sides, the supporting and protection structure that portion of side, described tunnel support system adopts is prestressed anchor supporting and protection structure.
4. according to a kind of stope drift active workings supporting method determined based on caving arch rise according to claim 3, it is characterized in that: the supporting and protection structure that portion of side, described tunnel support system adopts comprises two and is symmetrically respectively laid in side portion's supporting and protection structure of helping in tunnel, current the constructed sections left and right sides, and the structure of two described side portion's supporting and protection structure is identical;
Described side portion's supporting and protection structure comprises multiple anchor pole two (5) be laid in portion of side, current constructed sections tunnel from top to bottom; The length of multiple described anchor pole two (5) is equal to L
1=l
1+ b+l
2, wherein l
1=0.1m ~ 0.2m,
and h is the excavation height of rectangular shaped roadways (1), l
2=0.3m ~ 0.5m.
5. according to a kind of stope drift active workings supporting method determined based on caving arch rise according to claim 4, it is characterized in that: the quantity of multiple described anchor pole two (5) is greater than 3, the anchor pole two (5) of topmost is positioned at for lane side roll bolt in multiple described anchor pole two (5), be positioned at the anchor pole two (5) of foot in multiple described anchor pole two (5) for lane side bottom anchor pole, and the anchor pole two (5) in multiple described anchor pole two (5) between described lane side roll bolt and described lane side bottom anchor pole is lane side middle part anchor pole; Described lane side middle part anchor pole is that level is to laying, side roll bolt in described lane is inclined upwardly gradually from the inside to the outside and it is 10 ° ~ 15 ° with the angle of horizontal direction, and bottom described lane side, anchor pole is downward-sloping gradually from the inside to the outside and the angle of itself and horizontal direction is 10 ° ~ 15 °; Spacing in multiple described anchor pole two (5) between neighbouring two described anchor pole two (5) inner ends is 0.8m ~ 1m.
6. according to a kind of stope drift active workings supporting method determined based on caving arch rise described in claim 1 or 2, it is characterized in that: K=1.2 ~ 2.2 in step 3, the spacing before and after in step 4 between adjacent two described roadway support unit is 0.6m ~ 1.2m.
7., according to a kind of stope drift active workings supporting method determined based on caving arch rise described in claim 1 or 2, it is characterized in that: the longitudinal length of multiple described sections is 10m ~ 50m.
8. according to a kind of stope drift active workings supporting method determined based on caving arch rise described in claim 1 or 2, it is characterized in that: the quantity of multiple described anchor pole one (3) is greater than 3, the anchor pole one (3) being positioned at the leftmost side in multiple described anchor pole one (3) is anchor pole on the left of top board, the anchor pole one (3) being positioned at the rightmost side in multiple described anchor pole one (3) is anchor pole on the right side of top board, and the anchor pole one (3) in multiple described anchor pole one (3) on the left of described top board on the right side of anchor pole and described top board between anchor pole is anchor pole in the middle part of top board, in the middle part of described top board, anchor pole is vertically to laying, on the left of described top board, anchor pole is tilted to the left and the angle of itself and vertical direction is 15 ° ~ 30 ° from the inside to the outside gradually, on the right side of described top board, anchor pole is tilted to the right and the angle of itself and vertical direction is 15 ° ~ 30 ° from the inside to the outside gradually, spacing in multiple described anchor pole one (3) between adjacent two described anchor pole one (3) inner ends in left and right is 0.8m ~ 1m,
The anchor cable (4) being positioned at the leftmost side in multiple described anchor cable (4) is anchor cable on the left of top board, the anchor cable (4) being positioned at the rightmost side in multiple described anchor cable (4) is anchor cable on the right side of top board, and the anchor cable (4) in multiple described anchor cable (4) on the left of described top board on the right side of anchor cable and described top board between anchor cable is anchor cable in the middle part of top board, in the middle part of described top board, anchor cable is vertically to laying, on the left of described top board, anchor cable is tilted to the left and the angle of itself and vertical direction is 15 ° ~ 20 ° from the inside to the outside gradually, on the right side of described top board, anchor cable is tilted to the right and the angle of itself and vertical direction is 15 ° ~ 20 ° from the inside to the outside gradually, spacing in multiple described anchor cable (4) between adjacent two the described anchor cables (4) in left and right is 1.3m ~ 2.0m.
9. according to a kind of stope drift active workings supporting method determined based on caving arch rise described in claim 1 or 2, it is characterized in that: after in step one, current constructed sections has excavated, the flatly stress of the roadway's sides rock mass of current constructed sections and vertically stress are tested, and determine the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections according to test result, and to test the flatly stress of roadway's sides rock mass that draws with the ratio of vertically stress be lateral pressure coefficient λ.
10. according to a kind of stope drift active workings supporting method determined based on caving arch rise described in claim 1 or 2, it is characterized in that: after roadway excavation completes in step one, from current the constructed sections excavated, choose a sections as test section; Carry out country rock basic mechanical parameter in step 2 when determining, bore sample from described test section and carry out laboratory test, and the result of the test obtained is the country rock basic mechanical parameter of construction sections current after excavation.
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| CN110737945B (en) * | 2019-10-25 | 2023-05-09 | 中冶长天国际工程有限责任公司 | Method and device for determining section parameters of three-arch roadway |
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