CN108827674A - Test method based on the composite bearing body echelon supporting of deep different lithology tunnel - Google Patents
Test method based on the composite bearing body echelon supporting of deep different lithology tunnel Download PDFInfo
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Abstract
The invention discloses the test methods based on the composite bearing body echelon supporting of deep different lithology tunnel, using plane stress loading experimental apparatus, the plane stress loading experimental apparatus includes areal model frame, ring flange, jack and supporting plate, the plane stress loading experimental apparatus of setting is easy to assembly, it simulates under great horizontal stress loading environment well, the stability in semicircular arch tunnel and the structural rupture rule of development in soft rock stalk, hard rock stalk.And supporting experimental method using non-support experimental method and is had based on the test method of deep different lithology tunnel composite bearing body echelon supporting, and non-support experimental method and have supporting experimental method demonstrate great horizontal stress lower leaf supporting semicircular arch tunnel load characteristic and the structural rupture rule of development.
Description
Technical field
The present invention relates to coal mining correlative technology fields, and in particular to based on deep different lithology tunnel composite bearing body ladder
The test method of secondary supporting.
Background technique
China's coal-mine comes into the deep mining stage, although many Deep Mine selections are opened in lithology intensity large area
Dig tunnel, but with and the problems such as surrouding rock deformation unstability come is serious, supporting is failed, continuously emerges.How deep tunnel change is grasped
Shape instability Mechanism, control breaking surrounding rock stability, become one of the key points and difficulties problem in ROCK MECHANICS RESEARCH field.Early in 20
Beginning of the century, there have been too husky basis mechanism opinion and Pu Shi pressure arch theories, it is believed that the relaxed rockmass weight in overlying strata slump arch is effect
Power in " country rock-supporting " structure.The main founder L.V. granny rag Cai Weici of New Austrian Tunneling Method in 1934, it is believed that make full use of country rock
Self-bearing ability and excavation face space constraint effect, allow supporting construction and country rock body to form load-carrying ring, and self
Determinant as load-carrying ring stability.Deeply with research, more and more scholars think that country rock plays itself carrying,
It is become more and more important in Drift stability maintenance, and supporting can only undertake smaller portions pressure, main function is to transfer country rock
Self-bearing capacity.
In rock mechanics and engineering research, rock shearing destruction is a kind of roadway damage mode more approved, comprehensive
Consider the equivalent shear stress τ r θ and shear yield stress τ s of country rock, proposes " crucial according to country rock shear stress concentration region division country rock
The mechanics of supporting course " carries range.Then, it is known that whether the stability of country rock " crucial supporting course ", be related to entire country rock branch
" anchor note " supporting whether holding layer equilibration, is needed to reinforce the country rock shearing strength for being somebody's turn to do " crucial supporting course ", to prevent shearing slip occurs
It destroys.
For this purpose, it is proposed that the test method based on the composite bearing body echelon supporting of deep different lithology tunnel, for slapping
Deep tunnel Coupled load body instability Mechanism is held, so that rock mechanics and engineering research has more engineering application value.
Summary of the invention
In view of the above existing problems in the prior art, the present invention provides based on deep different lithology tunnel composite bearing body ladder
The test method of secondary supporting, including 1) non-support experimental method, 2) there is supporting experimental method, demonstrate great horizontal stress lower leaf
The load characteristic in supporting semicircular arch tunnel and the structural rupture rule of development.
To achieve the goals above, the present invention use based on the composite bearing body echelon supporting of deep different lithology tunnel
Test method, using plane stress loading experimental apparatus, the plane stress loading experimental apparatus includes areal model frame, flange
Disk, jack and supporting plate, the quantity of the jack is no less than six, and one end of jack is and in the middle part of one end of ring flange
It is fixedly connected, the ring flange is fixed on the upper end of areal model frame and the side of two supporting plates by high-strength bolt；
The test method based on the composite bearing body echelon supporting of deep different lithology tunnel includes the following steps：1) nothing
Supporting experimental method, 2) there is supporting experimental method；
In 1) non-support experimental method：
A. soft rock stalk 1 is placed into the plane stress loading experimental apparatus, the middle part of soft rock stalk, which is run through, to be equipped with
Semicircular arch tunnel, forms soft-rock tunnel simulated experiment platform, which is non-support structure；
B. in uniform stress field：After the completion of each Hydrographic General Line, start jack, so that horizontal, vertical direction thousand
Jin is pushed up to soft rock stalk on-load pressure；
C. when adjoining rock stability, by the foil gauge of bottom arch springing survey line, the circumferential direction and radial strain amount of measuring point are collected, then root
According to the elasticity modulus of soft rock stalk in simulation, the circumferential direction and radial stress of simulation are obtained, is obtained further according to similar proportion true
Circumferential and radial stress, calculates the equivalent shear stress of point；
D. in the non homogen field that coefficient of horizontal pressure is 1.5：Start jack, so that horizontal, vertical direction jack is to soft
Rock stalk on-load pressure, other experiment conditions are same as above, and obtain true circumferential, radial stress and equivalent shear stress；
E. in the non homogen field that coefficient of horizontal pressure is 2：Start jack, so that horizontal, vertical direction jack is to soft rock
Stalk on-load pressure, other experiment conditions are same as above, and obtain true circumferential, radial stress and equivalent shear stress；
F. the soft rock stalk in step a is replaced with hard rock stalk, is also extended through in the middle part of hard rock stalk equipped with semicircular arch lane
Road, forms hard-rock tunnel simulated experiment platform, which is non-support structure；
G. step b, c, d, e are repeated；
In 2) supporting experimental method：
A. soft rock stalk is placed into the plane stress loading experimental apparatus, the middle part of soft rock stalk, which is run through, is equipped with half
Circular arch tunnel forms soft-rock tunnel simulated experiment platform, is successively arranged first sheath, second sheath on the outside of the semicircular arch tunnel
With third branch sheath；
B. step c, d, e, f, g in 1) non-support experimental method are repeated.
As advanced optimizing for above scheme, length, height and the thickness of the areal model frame be respectively 1.8m,
1.2m and 0.3m.
As advanced optimizing for above scheme, the true width in the semicircular arch tunnel, height are respectively 6m, 5m, and
The width of semicircular arch tunnel simulation, height are respectively 24cm, 20m.
As advanced optimizing for above scheme, in the step b, horizontal, vertical direction jack on-load pressure point
It Wei not 41.143MPa, 61.715MPa.
As advanced optimizing for above scheme, in the step c, the circumferential direction and radial strain amount of measuring point are respectively
0.618,0.069；Elastic modulus E be equal to 0.388MPa, measuring point simulation circumferential direction and radial stress be respectively 0.240MPa,
0.027MPa；The true circumferential, radial stress of measuring point and equivalent shear stress are respectively 9.0MPa, 1.0MPa and 5.02MPa.
As advanced optimizing for above scheme, in the step d, level, the jack on-load pressure of vertical direction are equal
For 61.715MPa；True circumferential, radial stress and equivalent shear stress are respectively 11.30MPa, 3.00MPa and 5.96MPa.
As advanced optimizing for above scheme, in the step e, horizontal, vertical direction jack on-load pressure point
It Wei not 82.286MPa, 61.715MPa；True circumferential, radial stress and equivalent shear stress are respectively 13.5MPa, 5.00MPa
And 6.96MPa.
As advanced optimizing for above scheme, the step 2) has in supporting experimental method, and semicircular arch tunnel is subject to
Circumferential, radial stress and equivalent shear stress be respectively less than the circumferential direction that semicircular arch tunnel is subject in step 1) non-support experimental method,
Radial stress and equivalent shear stress.
As advanced optimizing for above scheme, in step 1) the non-support experimental method, semicircular arch in hard rock stalk
Circumferential direction, radial stress and equivalent shear stress that tunnel is subject to are respectively less than semicircular arch tunnel is subject in soft rock stalk 1 circumferential direction, radial direction
Stress and equivalent shear stress.
As advanced optimizing for above scheme, the step 2) has in supporting experimental method, semicircular arch in hard rock stalk
Circumferential direction, radial stress and equivalent shear stress that tunnel is subject to are respectively less than semicircular arch tunnel is subject in soft rock stalk circumferential direction, radial direction
Stress and equivalent shear stress.
Test method based on the composite bearing body echelon supporting of deep different lithology tunnel of the invention has following beneficial
Effect：
1. the test method of the invention based on the composite bearing body echelon supporting of deep different lithology tunnel, the plane of setting
Stress loading experimental provision is easy to assembly, is simulated under great horizontal stress loading environment well, in soft rock stalk, hard rock stalk
The stability in semicircular arch tunnel and the structural rupture rule of development.
2. the test method of the invention based on the composite bearing body echelon supporting of deep different lithology tunnel, step 1) is without branch
Shield experimental method demonstrates：When confining pressure remains unchanged, soft rock stalk is compared to hard rock stalk, the rupture range of soft rock stalk and modeling
Property flow range is big, and the bearing capacity of soft rock stalk is lower, and supporting difficulty is larger；When coefficient of horizontal pressure increases, soft rock stalk phase
Than in hard rock stalk, the decline of soft rock stalk bearing capacity is more obvious, portion of the side rupture in semicircular arch tunnel adds in soft rock stalk
Play, and obvious, bottom plate bulging is restrained, the wedge-shaped inbreak of top plate presentation, and height is stepped up, and is presented serious structural broken
It is bad.
3. the test method of the invention based on the composite bearing body echelon supporting of deep different lithology tunnel, step 2) have branch
Shield experimental method demonstrates：Semicircular arch tunnel rupture in soft rock stalk, hard rock stalk is unobvious, only the semicircle in soft rock stalk
Encircle tunnel when coefficient of horizontal pressure is 1.5,2, occur two and help convergence, roof collapse, but is not serious；Semicircular arch in hard rock stalk
When coefficient of horizontal pressure is 1.5,2, section is slightly restrained in tunnel.
4. the test method of the invention based on the composite bearing body echelon supporting of deep different lithology tunnel, step 2) have branch
It protects in experimental method, circumferential direction, radial stress and the equivalent shear stress that semicircular arch tunnel is subject to are respectively less than the experiment of step 1) non-support
Circumferential direction, radial stress and the equivalent shear stress that semicircular arch tunnel is subject in method demonstrate great horizontal stress lower leaf supporting half
The load characteristic in circular arch tunnel and the structural rupture rule of development.
Detailed description of the invention
Fig. 1 is soft rock stalk and plane stress loading experimental apparatus attachment structure schematic diagram of the invention；
Fig. 2 is hard rock stalk structural schematic diagram of the invention.
In figure：Soft rock stalk 1, hard rock stalk 11, areal model frame 2, ring flange 3, jack 4, supporting plate 5, semicircular arch lane
Road 6.
Specific embodiment
In order to make the objectives, technical solutions and advantages of the present invention clearer, right below by attached drawing and embodiment
The present invention is further elaborated.However, it should be understood that specific embodiment described herein is only used to explain this hair
Range that is bright, being not intended to restrict the invention.
The present invention provides a kind of technical solution referring to FIG. 1-2,：Based on deep different lithology tunnel composite bearing body echelon
The test method of supporting, using plane stress loading experimental apparatus, plane stress loading experimental apparatus include areal model frame 2,
Ring flange 3, jack 4 and supporting plate 5, length, height and the thickness of areal model frame 2 are respectively 1.8m, 1.2m and 0.3m, very heavy
The quantity on top 4 is no less than six, and one end of jack 4 is fixedly connected with one end of ring flange 3 middle part, and ring flange 3 passes through
High-strength bolt is fixed on the upper end of areal model frame 2 and the side of two supporting plates 5, the plane stress loading experimental apparatus of setting
It is easy to assembly, it is simulated under great horizontal stress loading environment well, semicircular arch tunnel 6 in soft rock stalk 1, hard rock stalk 11
Stability and the structural rupture rule of development；
Test method based on the composite bearing body echelon supporting of deep different lithology tunnel includes the following steps：1) non-support
Experimental method, 2) there is supporting experimental method；
In 1) non-support experimental method：
A. soft rock stalk 1 is placed into plane stress loading experimental apparatus, the middle part of soft rock stalk 1, which is run through, is equipped with semicircle
Encircle width, the height point that tunnel 6, the true width in semicircular arch tunnel 6, height respectively 6m, 5m, and semicircular arch tunnel 6 are simulated
Not Wei 24cm, 20m, formed soft-rock tunnel simulated experiment platform, the semicircular arch tunnel 6 be non-support structure；
B. in uniform stress field：After the completion of each Hydrographic General Line, start jack 4, so that horizontal, vertical direction thousand
Jin top 4 is to 1 on-load pressure of soft rock stalk, and on-load pressure is respectively 41.143MPa, 61.715MPa；
C. when adjoining rock stability, by the foil gauge of bottom arch springing survey line, the circumferential direction and radial strain amount for collecting measuring point are respectively
0.618,0.069, it is equal to 0.388MPa then according to the elastic modulus E of soft rock stalk 1 in simulation, obtains the circumferential direction and diameter of simulation
It is respectively 0.240MPa, 0.027MPa to stress, obtaining true circumferential and radial stress further according to similar proportion is respectively
9.0MPa, 1.0MPa, according to formula：
Circumferential direction, axial direction, radial stress σθ、σz、σrTo indicate；
In generalized plane strain problem, σiHave；
By relationship between equivalent stress and equivalent shear stress, equivalent shear stress under complex stress known to convolution (2-1)
Expression formula is,
In formula, τiFor equivalent shear stress, MPa；Calculating equivalent shear stress is 5.02MPa；
D. in the non homogen field that coefficient of horizontal pressure is 1.5：Start jack 4 so that horizontal, vertical direction jack 4 to
1 on-load pressure of soft rock stalk is 61.715MPa, other experiment conditions are same as above, and obtains true circumferential, radial stress and equivalent
Shear stress is respectively 11.30MPa, 3.00MPa and 5.96MPa；
E. in the non homogen field that coefficient of horizontal pressure is 2：Start jack 4, so that horizontal, vertical direction jack 4 is to soft
1 on-load pressure of rock stalk is respectively 82.286MPa, 61.715MPa, other experiment conditions are same as above, and is obtained true circumferential, radial
Stress and equivalent shear stress are respectively 13.5MPa, 5.00MPa and 6.96MPa；
F. the soft rock stalk 1 in step a is replaced with hard rock stalk 11, the middle part of hard rock stalk 11 is also extended through equipped with semicircle
Encircle tunnel 6, form hard-rock tunnel simulated experiment platform, which is non-support structure；
G. step b, c, d, e are repeated；
In step 1) non-support experimental method, semicircular arch tunnel 6 is subject in hard rock stalk 11 circumferential direction, radial stress and wait
Effect shear stress is respectively less than the circumferential direction, radial stress and equivalent shear stress that semicircular arch tunnel 6 is subject in soft rock stalk 1, step 1) nothing
Supporting experimental method demonstrates：When confining pressure remains unchanged, soft rock stalk 1 is broken compared to hard rock stalk 11,1 country rock of soft rock stalk
It splits range and Plastic Flow range is big, the bearing capacity of soft rock stalk 1 is lower, and supporting difficulty is larger；When coefficient of horizontal pressure increases,
For soft rock stalk 1 compared to hard rock stalk 11, the decline of 1 bearing capacity of soft rock stalk is more obvious, semicircular arch lane in soft rock stalk 1
The portion of side in road 6 ruptures aggravation, and restrains obviously, and wedge-shaped inbreak is presented in bottom plate bulging, top plate, and height is stepped up, and is in
Existing serious structural destruction；
Soft rock stalk 1 is by Sandy Silt Layer, flour sand rock stratum, medium coarse sand rock stratum, Sandy Silt Layer, medium coarse sand rock stratum, chiltern
Shale layer and flour sand rock stratum are formed by stacking according to sequence from bottom to top, and hard rock stalk 11 is by flour sand rock stratum, medium coarse sand rock stratum, sand
Matter shale layer, medium coarse sand rock stratum, Sandy Silt Layer, flour sand rock stratum and Sandy Silt Layer according to from bottom to top sequence overlapping and
At；
In 2) supporting experimental method：
A. soft rock stalk 1 is placed into plane stress loading experimental apparatus, the middle part of soft rock stalk 1, which is run through, is equipped with semicircle
Encircle tunnel 6, forms soft-rock tunnel simulated experiment platform, be successively arranged first sheath, second sheath on the outside of the semicircular arch tunnel 6
With third branch sheath；
B. step c, d, e, f, g in 1) non-support experimental method are repeated；
1 soft rock stalk of table and hard rock stalk rupture the range table of comparisons
Referring to table 1, the test method of the invention based on the composite bearing body echelon supporting of deep different lithology tunnel, soft rock
Stalk 1 and hard rock stalk 11 rupture range, obtain have in supporting experimental method in step 2), semicircular arch lane in hard rock stalk 11
Circumferential direction, radial stress and equivalent shear stress that road 6 is subject to are respectively less than semicircular arch tunnel 6 is subject in soft rock stalk 1 circumferential direction, radial direction
Stress and equivalent shear stress, step 2) have supporting experimental method to demonstrate：Semicircular arch lane in soft rock stalk 1, hard rock stalk 11
Road 6 rupture it is unobvious, only the semicircular arch tunnel 6 in soft rock stalk 1 coefficient of horizontal pressure be 1.5,2 when, occur two help convergence, top
Plate inbreak, but it is not serious, and the semicircular arch tunnel 6 in hard rock stalk 11 when coefficient of horizontal pressure is 1.5,2, slightly restrain by section.
Step 2) has in supporting experimental method, and circumferential direction, radial stress and the equivalent shear stress that semicircular arch tunnel 6 is subject to are small
Circumferential direction, radial stress and the equivalent shear stress that semicircular arch tunnel 6 is subject in step 1) non-support experimental method, demonstrate Gao Shui
The load characteristic in horizontal stress lower leaf supporting semicircular arch tunnel 6 and the structural rupture rule of development.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modification, equivalent replacement or improvement etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (10)
1. the test method based on the composite bearing body echelon supporting of deep different lithology tunnel, which is characterized in that answered using plane
Power loading experimental apparatus, the plane stress loading experimental apparatus include areal model frame (2), ring flange (3), jack (4)
With supporting plate (5), the quantity of the jack (4) is no less than six, and the one end of one end of jack (4) with ring flange (3)
Middle part is fixedly connected, the ring flange (3) by high-strength bolt be fixed on areal model frame (2) upper end and two supporting plates
(5) side；
The test method based on the composite bearing body echelon supporting of deep different lithology tunnel includes step：1) non-support is tested
Method；
In 1) non-support experimental method：
A. soft rock stalk (1) is placed into the plane stress loading experimental apparatus, the middle part of soft rock stalk (1), which is run through, to be equipped with
Semicircular arch tunnel (6), forms soft-rock tunnel simulated experiment platform, which is non-support structure；
B. in uniform stress field：After the completion of each Hydrographic General Line, start jack (4), so that horizontal, vertical direction very heavy
(4) are pushed up to soft rock stalk (1) on-load pressure；
C. when adjoining rock stability, by the foil gauge of bottom arch springing survey line, the circumferential direction and radial strain amount of measuring point are collected, then according to mould
The elasticity modulus of soft rock stalk (1), obtains the circumferential direction and radial stress of simulation in quasi-, obtains true ring further according to similar proportion
To and radial stress, calculate the equivalent shear stress of point；
D. in the non homogen field that coefficient of horizontal pressure is 1.5：Start jack (4) so that horizontal, vertical direction jack (4) to
Soft rock stalk (1) on-load pressure, other experiment conditions are same as above, and obtain true circumferential, radial stress and equivalent shear stress；
E. in the non homogen field that coefficient of horizontal pressure is 2：Start jack (4), so that horizontal, vertical direction jack (4) is to soft
Rock stalk (1) on-load pressure, other experiment conditions are same as above, and obtain true circumferential, radial stress and equivalent shear stress；
F. the soft rock stalk (1) in step a is replaced with hard rock stalk (11), is also extended through in the middle part of hard rock stalk (11) and is equipped with half
Circular arch tunnel (6), forms hard-rock tunnel simulated experiment platform, which is non-support structure；
G. step b, c, d, e are repeated.
2. the test method according to claim 1 based on the composite bearing body echelon supporting of deep different lithology tunnel,
It is characterized in that, the test method based on the composite bearing body echelon supporting of deep different lithology tunnel, further includes step：2) have
Supporting experimental method；
In 2) having supporting experimental method：
A. soft rock stalk (1) is placed into the plane stress loading experimental apparatus, the middle part of soft rock stalk (1), which is run through, to be equipped with
Semicircular arch tunnel (6), forms soft-rock tunnel simulated experiment platform, and first sheath, the are successively arranged on the outside of the semicircular arch tunnel (6)
Two sheaths and third branch sheath；
B. step c, d, e, f, g in 1) non-support experimental method are repeated.
3. the test method according to claim 1 based on the composite bearing body echelon supporting of deep different lithology tunnel,
It is characterized in that, length, height and the thickness of the areal model frame (2) are respectively 1.8m, 1.2m and 0.3m, the semicircular arch lane
The true width in road (6), height are respectively 6m, 5m, and the width of semicircular arch tunnel (6) simulation, height are respectively 24cm, 20m.
4. 1) non-support experimental method according to claim 1, which is characterized in that in the step b, horizontal, Vertical Square
To jack (4) on-load pressure be respectively 41.143MPa, 61.715MPa.
5. 1) non-support experimental method according to claim 1, which is characterized in that in the step c, measuring point circumferential direction and
Radial strain amount is respectively 0.618,0.069；Elastic modulus E is equal to 0.388MPa, the circumferential direction and radial stress point of measuring point simulation
It Wei not 0.240MPa, 0.027MPa；The true circumferential, radial stress of measuring point and equivalent shear stress are respectively 9.0MPa, 1.0MPa
And 5.02MPa.
6. 1) non-support experimental method according to claim 1, which is characterized in that in the step d, horizontal, Vertical Square
To jack (4) on-load pressure be 61.715MPa；True circumferential, radial stress and equivalent shear stress are respectively
11.30MPa, 3.00MPa and 5.96MPa.
7. 1) non-support experimental method according to claim 1, which is characterized in that in the step e, horizontal, Vertical Square
To jack (4) on-load pressure be respectively 82.286MPa, 61.715MPa；True circumferential, radial stress and equivalent cut are answered
Power is respectively 13.5MPa, 5.00MPa and 6.96MPa.
8. the test method according to claim 1 or 2 based on the composite bearing body echelon supporting of deep different lithology tunnel,
It is characterized in that, the step 2) has in supporting experimental method, circumferential direction that semicircular arch tunnel (6) are subject to, radial stress and equivalent
Shear stress is respectively less than the circumferential direction that semicircular arch tunnel (6) are subject in step 1) non-support experimental method, radial stress and equivalent cuts
Stress.
9. 1) non-support experimental method according to claim 1, which is characterized in that step 1) the non-support experimental method
In, circumferential direction, radial stress and the equivalent shear stress that the interior semicircular arch tunnel (6) of hard rock stalk (11) is subject to are respectively less than soft rock stalk
(1) circumferential direction, radial stress and equivalent shear stress that interior semicircular arch tunnel (6) is subject to.
10. 2) according to claim 2 have supporting experimental method, which is characterized in that the step 2) has supporting experiment side
In method, circumferential direction, radial stress and the equivalent shear stress that the interior semicircular arch tunnel (6) of hard rock stalk (11) is subject to are respectively less than soft rock stalk
(1) circumferential direction, radial stress and equivalent shear stress that interior semicircular arch tunnel (6) is subject to.
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Cited By (1)
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| CN109406281A (en) * | 2018-12-11 | 2019-03-01 | 中国矿业大学(北京) | A kind of tunnel butterfly destruction area similarity simulation experiment platform and experimental method |
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