CN104018849A - Recovery roadway supporting method based on determination of rise of caving arch - Google Patents
Recovery roadway supporting method based on determination of rise of caving arch Download PDFInfo
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Abstract
The invention discloses a recovery roadway supporting method based on determination of the rise of a caving arch. The method comprises the following steps: (1), excavating a roadway; (2), determining the basic mechanical parameters of surrounding rock and side pressure coefficient of rock masses at two sides of the roadway; (3), determining the rise of limit caving arches, namely determining the rise b2 of the first limit caving arch and the rise b3 of the second limit caving arch according to the determined side pressure coefficient lambda in combination with the basic mechanical parameters of surrounding rock; (4), determining a roadway supporting scheme, namely respectively determining a roadway top plate shallow supporting structure and a roadway top plate deep supporting structure according to b2 and b3; (5), supporting the surrounding rock of the roadway; (6), excavating the next section of roadway, and supporting the surrounding rock of the roadway; and (7), repeating the step (6) for many times till the rectangular roadway is completely excavated and the surrounding rock of the roadway is supported. The recovery roadway supporting method based on determination of the rise of the caving arch, which is disclosed by the invention, is simple in step, convenient to realize, good in use effect and low in construction cost; the top plate of the rectangular roadway can be effectively reinforced; repairing operation of the rectangular roadway is avoided.
Description
Technical field
The invention belongs to Roadway Support Technology field, be specifically related to a kind of based on the definite stope drift active workings supporting method of caving arch rise.
Background technology
Engineering practice shows, after rectangular shaped roadways excavation, roof rock mass is because the cutting at joint produces slump, and after slumping to a certain degree, top rock mass can form a natural arch and settle out.Due to supporting parameter and its form and the rise substantial connection of natural arch, 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. in rock mass, have a lot of joints, crack and various weak intercalated layer, rock mass is cut into physical dimension very little sillar relatively by above-mentioned discontinuous interlayer, also there is cohesion therebetween, therefore roadway surrounding rock can be considered as a kind ofly having certain cohesion, but tension, bending resistance and shear resistance very weak loose media all; 2. after roadway excavation, as carried out not in time supporting, tunnel top rock mass will be emitted an arch of completion: when roadway's sides is stablized, the in the initial stage of that caving arch constantly increases with the development of slump; If two help unstablely, 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 infinitely not develop, and forms the most at last a natural arch in country rock; 3. the friction at arch springing place is being resisted the movement of arch springing and is being safeguarded the stable of arch; 4. the horizontal thrust at arch springing place is less than the maximal friction of arch springing place rock mass, and unnecessary frictional force guarantees the stability of arch, avoids accidentally mobile and destroys, and be 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, the solid coefficient that f is balkstone; The rise of caving arch is:
the pressure from surrounding rock obtaining thus on the longitudinal every linear meter(lin.m.) support in tunnel is:
in formula: γ is the average unit weight of back rock.
Practice shows, Pu Shi caving arch basic theories has reflected objective the law of ground pressure to a certain extent, but it still has the following disadvantages:
The first, ignored horizontal stress σ
himpact on caving arch, in fact lateral pressure coefficient λ all has impact to form and the rise of roof collapse arch:
Pu Shi caving arch theory has only been considered the vertically impact of stress on 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, ignored the flatly objective impact of stress on roof rock mass caving arch completely.And in fact, in deep rock mass, protolith stress distribution is very inhomogeneous.On the one hand, the horizontal principal stress of both direction is unequal, its direction, big or small 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, large several times to tens times of the horizontal stress that horizontal tectonics stress may cause than deadweight.Now, roof collapse arch is flat ellipse or perpendicular ellipticity more, rather than single parabola shaped, and back very easily produces fracture inbreak, thereby determines that based on Pu Shi caving arch theory mine roadway support parameter is unreasonable.
The second, to two, help the simplification of wall caving form improper, and wall caving form has considerable influence to caving arch rise:
Pu Shi caving arch theory thinks, when tunnel roof and floor is when helping as weak coal (rock) body compared with competent bed two, portion of side produces monocline face and shears and slide.And in fact, after rectangle stope drift active workings excavation, surrouding rock stress occurs heavily distribute and help to form bearing pressure two.When it surpasses the compressive strength of portion of side surface country rock, generation pressure breaks bad, and 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, and burst region just forms serious " side drum " after further expanding.Meanwhile, help for deep wall rock for two, along with the increase of confined pressure, its intensity is corresponding increase also.Therefore, two, help in process that collapse dept increases gradually, more less to deep wall rock damage envelope, the final wedge shape triangle burst region that forms, be that wedge shape destruction occurs in tunnel portion of side, the actual span in tunnel increases, and indoor analog simulation test and on-the-spot reality have proved the objective reality of this phenomenon.As shown in Figure 2, according to Limit Equilibrium Principle, under the condition of complete non-support, when roadway's sides plays pendulum, can there is inbreak in portion of the side country rock in Δ AED and Δ BFC region only, is called tunnel portion of side wedge shape destruction occurs, and Δ AED and Δ BFC are wedge shape triangle burst region.
Because rectangle stope drift active workings roof and floor is for helping as soft rock mass compared with competent bed two, if be rigid body depending on adjoining rock, the stressed single shaft compression test model that is reduced to one-sided unrestricted distortion of portion of side coal body now.Can infer, if known two help the angle of internal friction of rock mass
two limit destroyed areas of helping are approximately an isosceles triangle in theory, and its angle of rupture size is
as shown in Figure 4, 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 while helping to stablize is too single:
Pu Shi caving arch theory is to be homogeneous, continuous and isotropic geologic body based on deep rock, natural caving arch be shaped as parabola.And in fact, deep rock shows heterogeneous body, discontinuous and anisotropic feature, these defects make it have many-sided physical behavior.In practice, in the situation that roadway's sides is stable, roof collapse arch mostly is and is flat ellipse or perpendicular ellipticity at the scene, rather than absolute parabola shaped.In addition, in engineering practice, also there are in a large number 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 formula, calculate, inbreak sagitta is often less than normal.These problems show tunnel caving arch form not as Pu Shi theory single parabola shaped, and for a given safety coefficient K, natural arch exists low form arch and high form to encircle two kinds of different situations.
Four, ignore two and help wedge shape to destroy the impact on roof collapse kiln crown, in fact vertically drawing crack after wedge shape destruction, the caving arch rise of various forms is on the low side compared with theoretical value:
When roadway's sides produces wedge shape under roof and floor pressure, destroy to form behind wedge shape rupture zone, the triangle rock mass that slump do not occur in upper side continues to bear the comprehensive function of overburden pressure and deadweight thereof.Will be in stable state when the suffered maximum tension stress of 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 two help to stablize of top board balanced arch form and rise; Otherwise, when being greater than the tensile strength of rock mass, the suffered maximum tension stress of triangle rock mass will produce drawing crack slump, and effective half-breadth in tunnel is increased, thereby affects the caving arch rise of roof rock mass.
As can be seen here, in engineering reality, the form of caving arch and rise are all related with the mode of failure that the flatly stress and two of rectangle stope drift active workings top board is helped, be therefore necessary consider two help deformation failure form and flatly stress on the prerequisite of top board impact under form and the rise of definite caving arch.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, provide a kind of based on the definite stope drift active workings supporting method of caving arch rise, its method step is simple, realization is convenient and result of use is good, can effectively reinforce rectangular shaped roadways top board, avoided 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 based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: along tunnel longitudinal extension direction, divide from front to back a plurality of sections to excavate rectangular shaped roadways and surrounding rock supporting construction, the cross section of rectangular shaped roadways is rectangle, and the excavation of a plurality of described sections and surrounding rock supporting construction method are all identical; For arbitrary sections, excavate and surrounding rock supporting when construction, comprise the following steps:
Step 1, 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: by on-the-spot institute is bored sample and carries out laboratory test, the country rock basic mechanical parameter of current constructed sections after excavation in step 1 is tested; And, the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections is determined to λ > 0;
Step 3, limit caving arch rise are determined: according to determined lateral pressure coefficient λ in step 2, and in conjunction with determined country rock basic mechanical parameter, the rise b of the first limit caving arch that when wedge shape destruction is occurred in excavation road, rear lane portion of side, inbreak forms
2with the rise b that continues the second limit caving arch that inbreak forms on basis at the first limit caving arch
3determine;
Wherein, when 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of the first limit caving arch
2; And, according to formula
(2), 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; And, 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 is that safety factor and K are not less than 1 rational, and f is the solid coefficient of current construction sections roof strata,
in formula (5)
B is that the excavation width Qie Qi unit of rectangular shaped roadways is m,
h is that the excavation height Qie Qi unit of rectangular shaped roadways is m,
angle of internal friction by the roadway's sides rock mass of current construction sections;
Step 4, roadway support scheme are determined: according to determined limit caving arch rise in step 2, the roadway support scheme that current constructed sections is adopted is determined; Described roadway support scheme is a plurality of roadway supports unit being laid in from front to back along tunnel bearing of trend in current construction sections, and the structure of a plurality of described roadway supports unit is all identical;
Described roadway support unit comprises the roof timbering system on the back that is 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 and the back of current constructed sections is carried out to the back deep support structure of deep support the back of current constructed sections; Described back shallow-layer supporting and protection structure comprises the anchor pole one on a plurality of backs that are laid in from left to right current constructed sections, and described back deep support structure comprises the anchor cable on a plurality of backs that are laid in from left to right current constructed sections; When the supporting and protection structure of described roof timbering system is determined, according to determining the rise b of the first limit caving arch in step 3
2length to anchor pole one determines, and according to determining the rise b of the second limit caving arch in step 3
3length to anchor cable is determined;
Step 5, supporting roadway surrounding rock construction: according to determined described roadway support scheme in step 4, current constructed sections is carried out to supporting construction;
Step 6, next sections excavation and supporting roadway surrounding rock construction: repeating step one, to step 5, excavates and supporting roadway surrounding rock construction next sections;
Step 7, repeating step six repeatedly, until complete whole excavations and the supporting roadway surrounding rock work progress of rectangular shaped roadways.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the unit of roadway support described in step 4 also comprises and be laid in tunnel portion of the side support system of helping in tunnel, current the constructed sections left and right sides, the supporting and protection structure that described tunnel portion of side support system adopts is prestressed anchor supporting and protection structure.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the length of a plurality of described anchor poles one is equal to L
3=l
1+ b
2+ l
2, b
2for determining the rise of the first limit caving arch in step 3; The length of a plurality of described anchor cables is all not less than L
4, L wherein
4=l
1+ b
3+ l
2, b
3for according to determining the rise of the second limit caving arch, l in step 3
1=0.1m～0.2m, l
2=0.3m～0.5m.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the supporting and protection structure that described tunnel portion of side support system adopts comprises that two are symmetrically respectively laid in portion of the side supporting and protection structure of helping in tunnel, current the constructed sections left and right sides, and the structure of two portion of described side supporting and protection structure is identical;
Portion of described side supporting and protection structure comprises a plurality of anchor poles two that are laid in the portion of side of current constructed sections tunnel from top to bottom; The length of a plurality of described anchor poles two is equal to L
1=l
1+ b+l
2, l wherein
1=0.1m～0.2m,
and the excavation height that h is rectangular shaped roadways, l
2=0.3m～0.5m.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: K=1.2～2.2 in step 3, the spacing in step 4 between adjacent two described roadway support unit, front and back is 0.6m～1.2m.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the longitudinal length of a plurality of described sections is 10m～50m.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the quantity of a plurality of described anchor poles two is greater than 3, in a plurality of described anchor poles two, be positioned at the anchor pole Er Wei lane side roll bolt of topmost, in a plurality of described anchor poles two, be positioned at the anchor pole Er Wei lane side bottom anchor pole of foot, and the anchor pole Er Wei lane side middle part anchor pole between described lane side roll bolt and described lane side bottom anchor pole in a plurality of described anchor pole two; Described lane helps middle part anchor pole to be level to laying, side roll bolt in described lane is inclined upwardly from the inside to the outside gradually and it is 10 °～15 ° with the angle of horizontal direction, bottom the side of described lane anchor pole from the inside to the outside gradually angle downward-sloping and itself and horizontal direction be 10 °～15 °; Spacing in a plurality of described anchor poles two between neighbouring two described anchor pole two inner ends is 0.8m～1m.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the quantity of a plurality of described anchor poles one is greater than 3, the anchor pole one that is positioned at the leftmost side in a plurality of described anchor poles one is top board left side anchor pole, the anchor pole one that is positioned at the rightmost side in a plurality of described anchor poles one is top board right side anchor pole, and the anchor pole one in a plurality of described anchor poles one between described top board left side anchor pole and described top board right side anchor pole is top board middle part anchor pole, described top board middle part anchor pole is vertically to laying, described top board left side anchor pole is tilted to the left from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～30 °, described top board right side anchor pole is tilted to the right from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～30 °, spacing in a plurality of described anchor poles one between adjacent two described anchor pole one inner ends in left and right is 0.8m～1m,
The anchor cable that is positioned at the leftmost side in a plurality of described anchor cables is top board left side anchor cable, the anchor cable that is positioned at the rightmost side in a plurality of described anchor cables is top board right side anchor cable, and the anchor cable in a plurality of described anchor cables between described top board left side anchor cable and described top board right side anchor cable is top board middle part anchor cable, described top board middle part anchor cable is vertically to laying, described top board left side anchor cable is tilted to the left from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～20 °, and described top board right side anchor cable is tilted to the right from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～20 °; Spacing in a plurality of described anchor cables between adjacent two the described anchor cables in left and right is 1.3m～2.0m.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: after in step 1, current constructed sections has excavated, the flatly stress of the roadway's sides rock mass of current constructed sections and stress are vertically tested, and according to test result, determine the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections, and the flatly stress of the roadway's sides rock mass that draws of test is lateral pressure coefficient λ with the ratio of stress vertically.
Above-mentioned a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: after roadway excavation completes in step 1, from current the constructed sections having excavated, choose a sections as test section; In step 2, carry out country rock basic mechanical parameter while determining, from described test section, bore sample and carry out laboratory test, and the country rock basic mechanical parameter of the result of the test obtaining current construction sections after by 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 determines that method is simple, rationally, specifically according to the lateral pressure coefficient of tunnel portion of side rock mass, determine, and determined caving arch rise and engineering reality very approaching.
3, roadway support schematic design is reasonable and design process is simple, it is convenient to realize, the supporting and protection structure adopting by appropriate design roof timbering system and tunnel portion of side support system, rectangular shaped roadways is effectively reinforced, can effectively solve in response to make the low problem of roadway support parameter accuracy by Pu Shi caving arch basic theories, according to lateral pressure coefficient, caving arch rise is determined, determined caving arch rise is compared on the low side with Pu Shi caving arch basic theories, meeting, supporting is stable, under reliable and safe prerequisite, reach cost-saving object, there is economy, drop into construction cost lower, the advantage such as safe and reliable, thereby can produce powerful guarantee is provided for mine is normal.
4, result of use is good, can effectively reinforce rectangular shaped roadways, has avoided the reclamation work of rectangular shaped roadways.Meanwhile, adopt the mode of excavation section by section and sectional supporting, can effectively reinforce rectangular shaped roadways top board, and can effectively guarantee the long supporting effect apart from tunnel.
In sum, the inventive method step is simple, realization is convenient and result of use is good, can effectively prevent and treat rectangular shaped roadways roof collapse, avoided the reclamation work of rectangular shaped roadways, and construction cost is low.
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 arch of the present invention, the first limit caving arch and the second limit caving arch.
Fig. 3 is the structural representation that the present invention adopts 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.
The specific embodiment
As shown in Figure 1 a kind of based on the definite stope drift active workings supporting method of caving arch rise, along tunnel longitudinal extension direction, divide from front to back a plurality of sections to excavate rectangular shaped roadways 1 and surrounding rock supporting construction, the cross section of rectangular shaped roadways 1 is rectangle, and the excavation of a plurality of described sections and surrounding rock supporting construction method are all identical; For arbitrary sections, excavate and surrounding rock supporting when construction, comprise the following steps:
Step 1, 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: by on-the-spot institute is bored sample and carries out laboratory test, the country rock basic mechanical parameter of current constructed sections after excavation in step 1 is tested; And, the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections is determined to λ > 0.
In the present embodiment, after roadway excavation completes in step 1, from current the constructed sections having excavated, choose a sections as test section.
During practice of construction, the length of described test section is 1m left and right.
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
In step 2, carry out country rock basic mechanical parameter while determining, from described test section, bore sample and carry out laboratory test, and the country rock basic mechanical parameter of the result of the test obtaining current construction sections after by excavation.Described country rock basic mechanical parameter comprises the flatly stress of roadway's sides rock mass and stress vertically, and the flatly stress of roadway's sides rock mass is lateral pressure coefficient λ with the ratio of stress vertically, wherein vertically stress is vertical compressive stress, and described flatly stress is horizontal compressive stress.
In the present embodiment, after in step 1, current constructed sections has excavated, the flatly stress of the roadway's sides rock mass of current constructed sections and stress are vertically tested, and according to test result, determine the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections, and the flatly stress of the roadway's sides rock mass that draws of test is lateral pressure coefficient λ with the ratio of stress vertically.
Actual to stress flatly when vertically stress is tested, mainly comprise stress restoration, geophysical method, stress relief method, hydraulic fracturing etc.
Wherein, stress restoration is for directly measuring the method for 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 to install one group to survey nail, is conventionally arranged on coal column, first accurately measures nail spacing, is then surveying fluting between nail, remeasures and surveys nail spacing.A flat jack is installed in groove and to its pressurization, is made to survey nail and get 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 interior overall tolerance of certain some all directions upper stress component of rock mass under native state, and generally, six stress components are in relative balance state.It is to hole by construction disturbance in rock mass that stress relief method is measured the stress of primary rock, breaks its original equilibrium state, measure rock mass stress and discharge and the strain of generation, and by its Stress-strain Effect, the indirect determination stress of primary rock; Be current most widely used earth stress measuring method, in worldwide, 80% above geostatic stress data obtains by this method.The basic principle of stress relief method is exactly, after a 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 piece rock after stress relieving, and by scene bullet mould calibration, determine its modulus of elasticity, the size and Orientation of stress in rock mass before linear Hooke's law can calculate stress relieving.Specifically this method is first made a call to exactly one and is measured boring in rock, strain gauge is arranged in gaging hole and observed reading, then outside measured hole, concentric locking collar bores core drilling, core and country rock are departed from, stress on core recovers because of releasing, according to the measured difference of instrument before and after stress relieving, can calculate the size and Orientation of stress.Stress relief method mainly comprises following several: hole bottom stress solution division, rock mass surface stress solution division, stress relief by borehole overcoring technique etc.
Hydraulic fracturing is in rock mass, to bore a vertical hole, 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 can and occur that according to the mechanical property of rock, fracture orientation the pressure in crack determines.Hydraulic fracturing thinks that Initial Cracking occurs in the position of drill hole wall shear stress minimum, 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 itself just has natural crack to exist, cracking will probably occur in these positions so, but not the position of shear stress minimum is applicable to complete brittle rock.Institute of the Yangtze River Water section batholith Liu Yun of institute virtue is checked and is revised traditional hydraulic fracturing geostress survey, has proposed three-dimensional ground stress truly and has measured.
Step 3, limit caving arch rise are determined: according to determined lateral pressure coefficient λ in step 2, and in conjunction with determined country rock basic mechanical parameter, the rise b of the first limit caving arch 2-2 that when wedge shape destruction is occurred in excavation road, rear lane portion of side, inbreak forms
2with the rise b that continues the second limit caving arch 2-3 that inbreak forms on basis at the first limit caving arch 2-2
3determine.
Wherein, when 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of the first limit caving arch 2-2
2; And, 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; And, 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 is that safety factor and K are not less than 1 rational, and f is the solid coefficient of current construction sections roof strata,
in formula (5)
B is that the excavation width Qie Qi unit of rectangular shaped roadways 1 is m,
h is that the excavation height Qie Qi unit of rectangular shaped roadways 1 is m,
angle of internal friction by the roadway's sides rock mass of current construction sections.
During practice of construction, when roadway's sides is during 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; When 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), Pu Shi caving arch is theoretical, and what consider is only the caving arch rise of stable lower and λ=0 of roadway's sides o'clock, and caving arch rise during λ > 0 is all inaccurate, all according to the caving arch rise of λ=0 o'clock, determine, and in practice, the situation of lateral pressure coefficient λ=0 exists hardly.
Actual while carrying out roadway excavation, the roadway excavation initial stage, in tunnel-surrounding certain limit, form the natural caving pressure arch of a sealing, i.e. natural caving arch 2-1, when roadway's sides rock mass is during 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, can there is inbreak in portion of the side country rock in Δ AED and Δ BFC region only, and ultimate limit state lower line segment EG and line segment FH are vertical laying, and Δ AED and Δ BFC can keep stable state with the country rock of exterior domain.Now, natural caving arch 2-1 develops into the first engineering limit caving arch, i.e. the first limit caving arch 2-2.In conjunction with Fig. 2, the first solid line that is arranged in natural caving arch 2-1 top is the installation position of engineering practice the first limit caving arch 2-2, the first dotted line that is positioned at natural caving arch 2-1 top is according to the installation position of theoretical the first limit caving arch 2-2 determining of Pu Shi caving arch, and in engineering practice, the rise of the first limit caving arch 2-2 is on the low side compared with the rise of theoretical the first limit caving arch 2-2 determining of Pu Shi caving arch.The present invention determines the rise b of the first limit caving arch 2-2
2, be to determine 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 characteristic are more serious, in addition the deterioration effect of weathering deliquescence, the first limit caving arch 2-2 will continue inbreak, the final second engineering limit caving arch that forms, i.e. the second limit caving arch 2-3, its roof collapse height may surpass head-room, and in the middle of arch, a certain partial width is also much bigger than span length.In conjunction with Fig. 2, the second solid line that is arranged in natural caving arch 2-1 top is the installation position of engineering practice the second limit caving arch 2-3, the second dotted line that is positioned at natural caving arch 2-1 top is according to the installation position of theoretical the second limit caving arch 2-3 determining of Pu Shi caving arch, and in engineering practice, the rise of the second limit caving arch 2-3 is on the low side compared with the rise of theoretical the second limit caving arch 2-3 determining of Pu Shi caving arch.The present invention determines the rise b of the second limit caving arch 2-3
3, be to determine according to the installation position of the second limit caving arch 2-3 in engineering practice.When roadway floor remains while stablizing, natural caving arch 2-1, the first limit caving arch 2-2 and the second limit caving arch 2-3 all help angle point C and D by two.
When 0 < λ < 1 or λ > 1, the first limit caving arch 2-2 is shaped as ellipse, and according to
Can draw
By formula (9), can be found out: the rise b of the first limit caving arch 2-2
2increase with the buckling safety factor K of arch springing place increases; In the constant situation of the solid coefficient f of current constructed sections roof strata, the rise b of the first limit caving arch 2-2
2larger, stability and safety is got at arch springing place.And when 0 < λ < 1 or λ > 1, the second limit caving arch 2-3 is shaped as ellipse, according to
Can draw
By formula (10), can be found out: the rise b of the second limit caving arch 2-3
3increase with the buckling safety factor K of arch springing place reduces; In the constant situation of the solid coefficient f of current constructed sections roof strata, the rise b of the second limit caving arch 2-3
3less, stability and safety is got at arch springing place.
For mine working, country rock is when diving plasticity or plastic state, and μ is close to 0.5 for its poisson's ratio, lateral pressure coefficient λ ≈ 1, the suffered vertically stress of country rock σ
vwith stress σ flatly
halmost equal, and in hydrostatic pressure state.When λ=1, the first limit caving arch 2-2 is shaped as circular arc, according to
can find out: as the solid coefficient f of the buckling safety factor K of arch springing place and current constructed sections roof strata mono-timing, the rise b of the first limit caving arch 2-2
2with a
2proportional routine relation.And when λ=1, the second limit caving arch 2-3 is shaped as circular arc, according to formula
As the solid coefficient f of the buckling safety factor K of arch springing place and current constructed sections roof strata mono-timing, the rise b of the first limit caving arch 2-2
2with a
3(be a
2) proportional routine relation.
By above-mentioned formula (1) and formula (3), can be found out 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.And, the rise b of the first limit caving arch 2-2 in engineering practice
2with Pu Shi caving arch theoretical the difference of definite rise, be mainly because Pu Shi caving arch theory thinks that the roadway's sides maximal destruction degree of depth is
and in the present invention, determine that the maximum inbreak degree of depth of roadway's sides occurs in the mid point of portion of side, and the maximum inbreak degree of depth of roadway's sides is
this value is only half of the definite maximal destruction degree of depth of Pu Shi caving arch theory.
In engineering practice, whether tunnel portion of side cannot accurately judge in stable state, thereby for guaranteeing validity and the stability of roadway support structure, the present invention all plays pendulum roadway support scheme is determined according to tunnel.
Step 4, roadway support scheme are determined: according to determined limit caving arch rise in step 2, the roadway support scheme that current constructed sections is adopted is determined; Described roadway support scheme is a plurality of roadway supports unit being laid in from front to back along tunnel bearing of trend in current construction sections, and the structure of a plurality of described roadway supports unit is all identical.
As shown in Figure 3, described roadway support unit comprises the roof timbering system on the back that is 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 and the back of current constructed sections is carried out to the back deep support structure of deep support the back of current constructed sections; Described back shallow-layer supporting and protection structure comprises the anchor pole 1 on a plurality of backs that are laid in from left to right current constructed sections, and described back deep support structure comprises the anchor cable 4 on a plurality of backs that are laid in from left to right current constructed sections; When the supporting and protection structure of described roof timbering system is determined, according to the rise b that determines the first limit caving arch 2-2 in step 3
2length to anchor pole 1 determines, and according to the rise b that determines the second limit caving arch 2-3 in step 3
3length to anchor cable 4 is determined.
Step 5, supporting roadway surrounding rock construction: according to determined described roadway support scheme in step 4, current constructed sections is carried out to supporting construction.
Step 6, next sections excavation and supporting roadway surrounding rock construction: repeating step one, to step 5, excavates and supporting roadway surrounding rock construction next sections.
Step 7, repeating step six repeatedly, until complete whole excavations and the supporting roadway surrounding rock work progress of rectangular shaped roadways 1.
In the present embodiment, the length of a plurality of described anchor poles 1 is equal to L
3=l
1+ b
2+ l
2, b
2for determining the rise of the first limit caving arch 2-2 in step 3; The length of a plurality of described anchor cables 4 is all not less than L
4, L wherein
4=l
1+ b
3+ l
2, b
3for according to the rise of determining the second limit caving arch 2-3 in step 3, l
1=0.1m～0.2m, l
2=0.3m～0.5m.
During practice of construction, can be according to specific needs, to l
1and l
2value size adjust accordingly.
Meanwhile, the unit of roadway support described in step 4 also comprises and is laid in tunnel portion of the side support system of helping in tunnel, current the constructed sections left and right sides, and the supporting and protection structure that described tunnel portion of side support system adopts is prestressed anchor supporting and protection structure.
In the present embodiment, the supporting and protection structure that described tunnel portion of side support system adopts comprises that two are symmetrically respectively laid in portion of the side supporting and protection structure of helping in tunnel, current the constructed sections left and right sides, and the structure of two portion of described side supporting and protection structure is identical.
Portion of described side supporting and protection structure comprises a plurality of anchor poles 25 that are laid in the portion of side of current constructed sections tunnel from top to bottom; The length of a plurality of described anchor poles 25 is equal to L
1=l
1+ b+l
2, l wherein
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 a plurality of described anchor poles 25 is greater than 3, the anchor pole 25 that is positioned at topmost in a plurality of described anchor poles 25 is lane side roll bolt, the anchor pole 25 that is positioned at foot in a plurality of described anchor poles 25 is lane side bottom anchor pole, and in a plurality of described anchor pole 25, the 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 helps middle part anchor pole to be level to laying, side roll bolt in described lane is inclined upwardly from the inside to the outside gradually and it is 10 °～15 ° with the angle of horizontal direction, bottom the side of described lane anchor pole from the inside to the outside gradually angle downward-sloping and itself and horizontal direction be 10 °～15 °; Spacing in a plurality of described anchor poles 25 between neighbouring two described anchor pole 25 inner ends is 0.8m～1m.In the present embodiment, in portion of described side supporting and protection structure, the quantity of anchor pole 25 is 4.And two portion of described side supporting and protection structure are symmetrical laying.
During practice of construction, can according to specific needs, the spacing between the quantity of anchor pole 25 in portion of described side supporting and protection structure and neighbouring two described anchor pole 25 inner ends be adjusted accordingly.
During practice of construction, K=1.2～2.2.In the present embodiment, K=2.
The longitudinal length of a plurality of described sections is 10m～50m.In the present embodiment, the longitudinal length of a plurality of described sections is 30m left and right.
The quantity of a plurality of described anchor poles 1 is greater than 3, the anchor pole 1 that is positioned at the leftmost side in a plurality of described anchor poles 1 is top board left side anchor pole, the anchor pole 1 that is positioned at the rightmost side in a plurality of described anchor poles 1 is top board right side anchor pole, and the anchor pole 1 in a plurality of described anchor poles 1 between described top board left side anchor pole and described top board right side anchor pole is top board middle part anchor pole, described top board middle part anchor pole is vertically to laying, described top board left side anchor pole is tilted to the left from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～30 °, described top board right side anchor pole is tilted to the right from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～30 °, spacing in a plurality of described anchor poles 1 between adjacent two described anchor pole one 3 inner ends in left and right is 0.8m～1m.
In the present embodiment, the quantity of a plurality of described anchor poles 1 is four.During practice of construction, can according to specific needs, the spacing between adjacent two described anchor pole one 3 inner ends of the quantity of described anchor pole 1 and left and right be adjusted accordingly.
During practice of construction, the quantity of a plurality of described anchor cables 4 also can be three.
The anchor cable 4 that is positioned at the leftmost side in a plurality of described anchor cables 4 is top board left side anchor cable, the anchor cable 4 that is positioned at the rightmost side in a plurality of described anchor cables 4 is top board right side anchor cable, and the anchor cable 4 in a plurality of described anchor cables 4 between described top board left side anchor cable and described top board right side anchor cable is top board middle part anchor cable, described top board middle part anchor cable is vertically to laying, described top board left side anchor cable is tilted to the left from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～20 °, and described top board right side anchor cable is tilted to the right from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～20 °; Spacing in a plurality of described anchor cables 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 a plurality of described anchor cables 4 is two, only comprises a top board left side anchor cable and a top board right side anchor cable in the supporting and protection structure that described roof timbering system two adopts.
During practice of construction, the quantity of a plurality of described anchor cables 4 also can be three.
In the present embodiment, the spacing in step 4 between adjacent two described roadway support unit, front and back is 0.6m～1.2m.In practice of construction process, can, according to concrete actual needs, the spacing between adjacent two described roadway support unit, front and back be adjusted accordingly.
In the present embodiment, described rectangular shaped roadways 1 is a work plane haulage gate for 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 the 3rd fully-mechanized mining working of this ore deposit 4-2 coal, and 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 that 6.0m and its design height are 3.5m, its immediate roof be take the mud stone of Dark grey as main, lumps, containing a large amount of axis, phyllite, thick 1.65m, easy-weathering is broken, and it is easily softening to meet water, and totally unfavorable to the supporting of work plane, local location is packsand or siltstone; The packsand that old top is light gray, thick-layer shape, current bedding.
Through laboratory test, measure 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
And, according to formula (2), calculate
Protruded length l when anchor pole 1
1=0.1m and its anchor 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.Protruded length l when anchor cable 4
1=0.1m and its anchor 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.
Protruded length l when anchor pole 25
1=0.1m and its anchor 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 any simple modification of above embodiment being done according to the technology of the present invention essence, change and equivalent structure change, and all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. one kind based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: along tunnel longitudinal extension direction, divide from front to back a plurality of sections to excavate rectangular shaped roadways (1) and surrounding rock supporting construction, the cross section of rectangular shaped roadways (1) is rectangle, and the excavation of a plurality of described sections and surrounding rock supporting construction method are all identical; For arbitrary sections, excavate and surrounding rock supporting when construction, comprise the following steps:
Step 1, 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: by on-the-spot institute is bored sample and carries out laboratory test, the country rock basic mechanical parameter of current constructed sections after excavation in step 1 is tested; And, the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections is determined to λ > 0;
Step 3, limit caving arch rise are determined: according to determined lateral pressure coefficient λ in step 2, and in conjunction with determined country rock basic mechanical parameter, the rise b of the first limit caving arch (2-2) that when wedge shape destruction is occurred in excavation road, rear lane portion of side, inbreak forms
2with the rise b that continues the second limit caving arch (2-3) that inbreak forms on basis at the first limit caving arch (2-2)
3determine;
Wherein, when 0 < λ < 1 or λ > 1, according to formula
calculate the rise b of the first limit caving arch (2-2)
2; And, 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; And, 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 is that safety factor and K are not less than 1 rational, and f is the solid coefficient of current construction sections roof strata,
in formula (5)
B is that the excavation width Qie Qi unit of rectangular shaped roadways (1) is m,
h is that the excavation height Qie Qi unit of rectangular shaped roadways (1) is m,
angle of internal friction by the roadway's sides rock mass of current construction sections;
Step 4, roadway support scheme are determined: according to determined limit caving arch rise in step 2, the roadway support scheme that current constructed sections is adopted is determined; Described roadway support scheme is a plurality of roadway supports unit being laid in from front to back along tunnel bearing of trend in current construction sections, and the structure of a plurality of described roadway supports unit is all identical;
Described roadway support unit comprises the roof timbering system on the back that is 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 and the back of current constructed sections is carried out to the back deep support structure of deep support the back of current constructed sections; Described back shallow-layer supporting and protection structure comprises the anchor pole one (3) on a plurality of backs that are laid in from left to right current constructed sections, and described back deep support structure comprises the anchor cable (4) on a plurality of backs that are laid in from left to right current constructed sections; When the supporting and protection structure of described roof timbering system is determined, according to the rise b that determines the first limit caving arch (2-2) in step 3
2length to anchor pole one (3) determines, and according to the rise b that determines the second limit caving arch (2-3) in step 3
3length to anchor cable (4) is determined;
Step 5, supporting roadway surrounding rock construction: according to determined described roadway support scheme in step 4, current constructed sections is carried out to supporting construction;
Step 6, next sections excavation and supporting roadway surrounding rock construction: repeating step one, to step 5, excavates and supporting roadway surrounding rock construction next sections;
Step 7, repeating step six repeatedly, until complete whole excavations and the supporting roadway surrounding rock work progress of rectangular shaped roadways (1).
2. according to claimed in claim 1 a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the length of a plurality of described anchor poles one (3) is equal to L
3=l
1+ b
2+ l
2, b
2for determining the rise of the first limit caving arch (2-2) in step 3; The length of a plurality of described anchor cables (4) is all not less than L
4, L wherein
4=l
1+ b
3+ l
2, b
3for according to the rise of determining the second limit caving arch (2-3) in step 3, l
1=0.1m～0.2m, l
2=0.3m～0.5m.
3. a kind of based on the definite stope drift active workings supporting method of caving arch rise according to described in claim 1 or 2, it is characterized in that: the unit of roadway support described in step 4 also comprises and be laid in tunnel portion of the side support system of helping in tunnel, current the constructed sections left and right sides, the supporting and protection structure that described tunnel portion of side support system adopts is prestressed anchor supporting and protection structure.
4. according to claimed in claim 3 a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the supporting and protection structure that described tunnel portion of side support system adopts comprises that two are symmetrically respectively laid in portion of the side supporting and protection structure of helping in tunnel, current the constructed sections left and right sides, and the structure of two portion of described side supporting and protection structure is identical;
Portion of described side supporting and protection structure comprises a plurality of anchor poles two (5) that are laid in the portion of side of current constructed sections tunnel from top to bottom; The length of a plurality of described anchor poles two (5) is equal to L
1=l
1+ b+l
2, l wherein
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 claimed in claim 4 a kind of based on the definite stope drift active workings supporting method of caving arch rise, it is characterized in that: the quantity of a plurality of described anchor poles two (5) is greater than 3, the anchor pole two (5) that is positioned at topmost in a plurality of described anchor poles two (5) is lane side roll bolt, the anchor pole two (5) that is positioned at foot in a plurality of described anchor poles two (5) is lane side bottom anchor pole, and in a plurality of described anchor pole two (5), the 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 helps middle part anchor pole to be level to laying, side roll bolt in described lane is inclined upwardly from the inside to the outside gradually and it is 10 °～15 ° with the angle of horizontal direction, bottom the side of described lane anchor pole from the inside to the outside gradually angle downward-sloping and itself and horizontal direction be 10 °～15 °; Spacing in a plurality of described anchor poles two (5) between neighbouring two described anchor pole two (5) inner ends is 0.8m～1m.
6. a kind of based on the definite stope drift active workings supporting method of caving arch rise according to described in claim 1 or 2, is characterized in that: K=1.2～2.2 in step 3, in step 4 before and after spacing between adjacent two described roadway support unit be 0.6m～1.2m.
7. a kind of based on the definite stope drift active workings supporting method of caving arch rise according to described in claim 1 or 2, is characterized in that: the longitudinal length of a plurality of described sections is 10m～50m.
8. a kind of based on the definite stope drift active workings supporting method of caving arch rise according to described in claim 1 or 2, it is characterized in that: the quantity of a plurality of described anchor poles one (3) is greater than 3, the anchor pole one (3) that is positioned at the leftmost side in a plurality of described anchor poles one (3) is top board left side anchor pole, the anchor pole one (3) that is positioned at the rightmost side in a plurality of described anchor poles one (3) is top board right side anchor pole, and the anchor pole one (3) in a plurality of described anchor poles one (3) between described top board left side anchor pole and described top board right side anchor pole is top board middle part anchor pole, described top board middle part anchor pole is vertically to laying, described top board left side anchor pole is tilted to the left from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～30 °, described top board right side anchor pole is tilted to the right from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～30 °, spacing in a plurality of described anchor poles one (3) between adjacent two described anchor pole one (3) inner ends in left and right is 0.8m～1m,
The anchor cable (4) that is positioned at the leftmost side in a plurality of described anchor cables (4) is top board left side anchor cable, the anchor cable (4) that is positioned at the rightmost side in a plurality of described anchor cables (4) is top board right side anchor cable, and the anchor cable (4) in a plurality of described anchor cables (4) between described top board left side anchor cable and described top board right side anchor cable is top board middle part anchor cable, described top board middle part anchor cable is vertically to laying, described top board left side anchor cable is tilted to the left from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～20 °, described top board right side anchor cable is tilted to the right from the inside to the outside gradually and the angle of itself and vertical direction is 15 °～20 °, spacing in a plurality of described anchor cables (4) between adjacent two the described anchor cables in left and right (4) is 1.3m～2.0m.
9. a kind of based on the definite stope drift active workings supporting method of caving arch rise according to described in claim 1 or 2, it is characterized in that: after in step 1, current constructed sections has excavated, the flatly stress of the roadway's sides rock mass of current constructed sections and stress are vertically tested, and according to test result, determine the lateral pressure coefficient λ of the roadway's sides rock mass of current constructed sections, and the flatly stress of the roadway's sides rock mass that draws of test is lateral pressure coefficient λ with the ratio of stress vertically.
10. a kind of based on the definite stope drift active workings supporting method of caving arch rise according to described in claim 1 or 2, is characterized in that: after roadway excavation completes in step 1, choose a sections as test section from current the constructed sections having excavated; In step 2, carry out country rock basic mechanical parameter while determining, from described test section, bore sample and carry out laboratory test, and the country rock basic mechanical parameter of the result of the test obtaining current construction sections after by excavation.
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| CN104018849B (en) | 2016-01-27 |
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