CN102606169B - Tunnel support method, tunnel support structure and tunnel - Google Patents
Tunnel support method, tunnel support structure and tunnel Download PDFInfo
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- CN102606169B CN102606169B CN201210071741.XA CN201210071741A CN102606169B CN 102606169 B CN102606169 B CN 102606169B CN 201210071741 A CN201210071741 A CN 201210071741A CN 102606169 B CN102606169 B CN 102606169B
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Abstract
The invention provides a tunnel support method, a tunnel support structure and a tunnel. The tunnel support method comprises the steps of building at least one flexible support on a peripheral surface closely attached with a tunnel channel, and spraying concrete so as to form a flexible support layer covering the surface of the tunnel channel together with the flexible support; building at least one rigid primary support on the inner side of the flexible support layer, spraying concrete on a front side surface and/or a rear side surface of the rigid primary support so as to form a rigid support layer, and forming a preset interval between the rigid support layer and the flexible support layer; after the first deformation time, building a secondary lining based on the rigid support layer. According to the tunnel support method provided by the invention, a surrounding rock can be allowed to generate certain deformation, so that the high ground stress in the surrounding rock can be released, the stress of the rigid primary support can be reduced, the rigid primary support can be ensured not to be deformed, the work procedure that the rigid primary support needs to be rebuilt due to a situation that the rigid primary support occupies the space of the secondary lining is avoided, and the construction cost is lowered.
Description
Technical field
The present invention relates to Civil Engineering Construction technology, relate in particular to a kind of tunnel supporting method, tunnel support structure and tunnel that is applicable to high ground stress soft rock stress layer.
Background technology
Geostatic stress refers to the inherent strain of rock mass under native state.In the time that tunnel longitudinally passes geostatic stress weak surrounding rock stratum, if the uniaxial compressive strength (R of country rock
b) and major principal stress (σ
h, max) ratio, i.e. R
b/ σ
h, maxin 4～7 scopes time, be called high-ground stress; Work as R
b/ σ
h, maxwhen < 4, be called stress highly.
In constructing tunnel process, need in advance to determine at every turn longitudinally tap length according to the concrete condition of rock mass, be divided into multistage tunnel passage by whole tunnel and excavate in turn; In the time of construction, first excavate first paragraph tunnel passage according to this tap length, then in this first paragraph tunnel passage, implement supporting, after completing, can continue longitudinally to excavate second segment tunnel passage from the end of first paragraph tunnel passage, on second segment tunnel passage, implement supporting, after completing, longitudinally excavate the 3rd section of tunnel passage at the end of second segment tunnel passage again, so circulation is gone down, until complete after the supporting construction of final stage tunnel passage, multistage tunnel passage has just formed a complete tunnel.
Wherein, tunnel support operation is the construction that must carry out in time after excavating every section of tunnel passage in order to prevent tunnel from caving in after excavation, and the design of support process only has with the concrete geological conditions of this rock stratum, place and adapts, just can play good resistance to deformation, anti-effect of caving in.But in the prior art, at high-ground stress, even highly under stress soft rock stress layer geological conditions when tunneling, what adopt is and support process identical under the condition of common geostatic stress rock stratum to be specially:
A Pin rigidity preliminary bracing is set up on the surface of step 1, closely connected tunnel passage; Detailed process is to adopt the arch profile steel frame identical with the section configuration of tunnel channel surface from medial support tunnel passage, that is, the peripheral surface of the outer rim of arch profile steel frame and tunnel passage fits tightly, and then on arch-shaped steel frame sprayed mortar.
Step 2, implement secondary lining based on above-mentioned rigidity preliminary bracing; That is, apply form concrete lining cutting in rigidity preliminary bracing inner side, similar to tunnel channel shape and along the level and smooth tunnel surface of tunnel passage longitudinal extension to form.
Support process of the prior art adopts direct closely connected tunnel channel surface to set up the mode of rigidity preliminary bracing, make under the high stress in the rock stratum of passage periphery, tunnel, often cause concrete cracking in preliminary bracing, peel off, and arch profile steel frame torsional deformation; The distortion of arch profile steel frame can be occupied the space of next step secondary lining, causes and cannot continue to implement secondary lining, thereby the rigidity preliminary bracing of having to dismantle built, re-establish new rigidity preliminary bracing; Like this, just, make engineering cost and construction risk significantly increase.
Summary of the invention
For above-mentioned defect of the prior art, the invention provides a kind of tunnel supporting method, tunnel support structure and tunnel, avoid the high-ground stress of country rock to cause preliminary bracing to peel off, be out of shape the space that ties up secondary lining, thereby realize without rebuilding preliminary bracing, ensure carrying out smoothly of constructing tunnel, the method is particularly useful for the constructing tunnel of high ground stress soft rock stress layer.
First aspect of the present invention is to provide a kind of tunnel supporting method, comprising:
The peripheral surface of step 1, the closely connected tunnel passage of having excavated is set up at least one Pin for supporting the flexible support of described tunnel passage, and at described tunnel channel surface sprayed mortar, jointly to form with flexible support described at least one the flexible support layer that is covered in described tunnel channel surface;
Step 2, set up the preliminary bracing of at least one Pin rigidity in described flexible support layer inner side, at leading flank and/or the trailing flank sprayed mortar of described rigidity preliminary bracing, jointly to form rigid protection layer with described rigidity preliminary bracing, and make to form prepsetting gap between described rigid protection layer and described flexible support layer;
Step 4, build secondary lining based on described rigid protection layer.
Preferably, before described step 4, also comprise:
Prepsetting gap between described flexible support layer and described rigid protection layer is carried out to slip casting backfill.
Second aspect of the present invention is to provide a kind of tunnel support structure, comprising:
Cover the flexible support layer of the peripheral surface of the tunnel passage of having excavated, described flexible support layer is made up of flexible support and the concrete coating of at least one Pin, the closely connected peripheral surface in described tunnel passage;
Be arranged on described flexible support layer inner side, be formed with the rigid protection layer of prepsetting gap with described flexible support, described rigid protection layer by the preliminary bracing of at least one Pin rigidity and be formed on described rigidity preliminary bracing front side and/the layer of concrete back-up coat of rear side forms;
Surface at described rigid protection layer is fixedly installed secondary lining, and described secondary lining shape of cross section and described rigidity preliminary bracing match and extend longitudinally.
Preferably, in above-mentioned tunnel support structure, also comprise:
Be filled in the cement paste layer in the prepsetting gap between described flexible support layer and rigid protection layer.
Another aspect of the present invention is to provide a kind of tunnel, comprising: the tunnel passages together, more than two sections that are linked in sequence from beginning to end, the inner side of every section of described tunnel passage is provided with as above arbitrary described tunnel support structure.
Tunnel supporting method provided by the invention, tunnel support structure and tunnel, by setting up respectively flexible support layer and rigid protection layer and forming the mode of prepsetting gap, can allow country rock to produce certain distortion, thereby the high-ground stress in country rock is discharged, reduce the stressed of rigidity preliminary bracing, thereby, ensure that rigidity preliminary bracing can not be out of shape, avoid occupying the necessary operation of rebuilding rigidity preliminary bracing in secondary lining space because of rigidity preliminary bracing, reduced construction cost and construction risk.
Brief description of the drawings
Fig. 1 is the flow chart of tunnel supporting method embodiment of the present invention;
Fig. 2 is tunnel channel cross-section structural representation in tunnel supporting method embodiment of the present invention;
Fig. 3 is the tunnel channel cross-section structural representation of built vertical flexible support in tunnel supporting method embodiment of the present invention;
Fig. 4 a is position relationship schematic diagram between flexible support and rigidity preliminary bracing in tunnel supporting method embodiment of the present invention
Fig. 4 b is position relationship schematic diagram between flexible support and rigidity preliminary bracing after the first deformation time;
Fig. 4 c is tunnel passage in Fig. 4 b cross-sectional structure schematic diagram after slip casting backfill;
Fig. 5 is the cross-sectional structure schematic diagram of tunnel support structure embodiment of the present invention;
Fig. 6 is the vertical structure schematic diagram of tunnel embodiment of the present invention.
Detailed description of the invention
" longitudinally " described in the present invention refers to the direction that tunnel passage extends, and multiple tunnels passage longitudinally head and the tail is connected to form tunnel, certainly, tunnel can be straight, also can be curved; " front " refers to tunnel with carrying out of excavating and the direction that advances; Arbitrary cross section of tunnel passage is circumferential curve with tunnel channel surface curve crossing and that obtain, multiple circumferential curves parallel to each other are longitudinally arranged " peripheral surface " that form tunnel passage, and multiple " peripheral surface " longitudinally arrange the whole surface of formation " tunnel passage ".
In order to understand better technical scheme of the present invention, first tunnel construction process is simply described.Before tunnel construction engineering construction, major parameter and the equipment needed thereby of meeting clear and definite engineering construction in scheme design process, comprising, determine shape and the size of the excavation contour line of the length of the overall length in tunnel, every section of tunnel passage and number, tunnel passage, and Pin spacing (the adjacent two supporting positions distance longitudinal along tunnel) etc.In the whole work progress in tunnel, can adopt constructure scheme in turn, first excavate one section of both tunnel passage of measured length, on this tunnel passage, complete in turn supporting construction step, and then carry out excavation and the supporting of next section of tunnel passage based on this section of tunnel passage, so continued to both tunnel passages of determined number always.Requiring the construction period very in short-term in addition, can adopt parallel construction scheme,, excavating after first paragraph tunnel passage, implement supporting construction step on this first paragraph tunnel passage in, also continue to excavate second segment tunnel passage at the end of this first paragraph tunnel passage, to be excavated go out after second segment tunnel passage, on this second segment tunnel passage, implement supporting construction step again, and simultaneously, also carry out the excavation construction of the 3rd section of tunnel passage, so continue, realize when excavating with supporting and carrying out, to improve efficiency of construction.Although in parallel construction scheme, what in the different tunnels of synchronization passage, carry out is the different step of excavation and supporting, but, with regard to a certain tunnel passage, the implementation process of its supporting operation is the same with the supporting operation in tunnel passage in constructure scheme in turn, the improvement technical scheme that the present invention proposes mainly for supporting operation implementation step.
Fig. 1 is the flow chart of tunnel supporting method embodiment of the present invention; One embodiment of the invention provides a kind of method for tunnel construction, please refer to Fig. 1, comprising:
Step 201, please refer to Fig. 2 and Fig. 3, the peripheral surface of the closely connected tunnel passage 20 of having excavated is set up at least one Pin for supporting the flexible support 21 of tunnel passage 20, and at tunnel passage 20 jet surface concrete, jointly to form with at least one flexible support 21 the flexible support layer that is covered in tunnel passage 20 surfaces.; longitudinally excavate at the excavation contour line according to pre-designed after the tunnel passage 20 of both measured lengths; any in tunnel passage 20 or more than two cross-section parallel to each other in time; set up respectively flexible support 21; and the outside that makes flexible support 21 fits tightly and is supported on the surface of tunnel passage 20; wherein; the shape of flexible support 21 can be identical with tunnel passage 20; so that flexible support 21 is tightr with the laminating of tunnel passage 20, and flexible support 21 length longitudinally can be 10～30 (mm).
Set after flexible support 21, can between flexible support 21 or flexible support 21 before or after side tunnel passage 20 jet surface concrete, the thickness of the concrete coating forming can equate with the thickness of flexible support 21, concrete coating and the flexible support layer that is arranged at flexible support 21 therebetween and forms condition of equivalent thickness like this, this flexible support layer covers the surface of whole tunnel passage 20.Certainly, the thickness of sprayed mortar also can, for other value, might not require identical with the thickness of flexible support 21.
Step 202, please refer to Fig. 4 a, set up at least one Pin rigidity preliminary bracing 22 in flexible support layer inner side, at leading flank and/or the trailing flank sprayed mortar of rigidity preliminary bracing 22, jointly to form rigid protection layer with rigidity preliminary bracing, and make to form prepsetting gap 3 between rigid protection layer and above-mentioned flexible support layer.The quantity of rigidity preliminary bracing can be less than the quantity of flexible support 21 in this section of tunnel passage 20, and position do not need correspondingly one by one with flexible support 21 yet, but need first ensure to form prepsetting gap 3 between rigidity preliminary bracing 22 and flexible support layer; Preferably, rigidity preliminary bracing 22 can be arranged in a certain cross section between adjacent two flexible supports 21; Particularly, flexible support 21 can be identical with the shape of rigidity preliminary bracing 22, and as being all arch, its length longitudinally can be more than or equal to flexible support 21 length longitudinally; And can be between rigidity preliminary bracing 22 and be positioned at leading flank or the trailing flank (in the time that the preliminary bracing of many Pin rigidity is set) of the initiating terminal of tunnel passage 20 or the rigidity preliminary bracing 22 of end, or sprayed mortar (in the time that a Pin rigidity preliminary bracing is only set) on the leading flank of a Pin rigidity preliminary bracing 22 and trailing flank, so that all rigidity preliminary bracings 22 are connected to form rigid protection layer by concrete strengthening layer.Wherein, the thickness that sprays the concrete strengthening layer forming can be identical with rigidity preliminary bracing 22, and like this, in the time that the surface of flexible support layer is smooth surface, the prepsetting gap 3 forming between rigid protection layer and flexible support layer can be the gap of even uniform thickness; Certainly, the concrete strengthening layer in rigid protection layer can be different from the thickness of rigidity preliminary bracing 22, form inhomogeneous prepsetting gap 3.Preferably, general high stressed soft rock layer can be arranged on prepsetting gap 3 in the scope of 30cm～50cm.
In the present invention program, it is with respect to rigidity preliminary bracing that described flexible support is construed as, and has less rigidity.All can directly adopt conventional supporting and protection structure in this area as for the concrete structure of flexible support and rigidity preliminary bracing, for example, in the present embodiment, flexible support 21 can adopt the grid steel frame with better flexibility, can obtain different rigidity by the selection of grid steel frame and the concrete ratio of spraying; Rigidity preliminary bracing can be the relatively large steel frame construction of any rigidity, the steelframe (adopting H175 steelframe in the present embodiment) that for example shaped steel is made, certainly, also can utilize wood materials or other organic material to make the arch support matching with the cross-sectional profiles of tunnel passage 20 and be used as flexible support 21; The steelframe that rigidity preliminary bracing 22 can adopt shaped steel to make, as long as there is poor rigidity between the two, the present invention is not particularly limited this.
Step 203, standing the first deformation time; Having set up in the process of rear the first standing deformation time of rigidity preliminary bracing 22, the high-ground stress in country rock 11 can be oppressed flexible support 21, and country rock 11 is out of shape together with in prepsetting gap 3 with flexible support 21, occupies part prepsetting gap 3.Prepsetting gap 3 after rigidity preliminary bracing 22 has just been set up is as shown in Fig. 4 a, and the metaboly of meaning as shown in Figure 4 b likely occurs the prepsetting gap 3 after the first deformation time past.
Step 204, please refer to Fig. 5, build secondary lining 23 based on rigid protection layer.That is, implement form concrete lining cutting at the inner surface of rigid protection layer, make the surface smoothing of tunnel passage, effect attractive in appearance to form one section of complete tunnel passage, also to have reached simultaneously.
The tunnel supporting method that the present embodiment provides, by setting up respectively flexible support layer and rigid protection layer and forming the mode of prepsetting gap, can allow country rock to produce certain distortion, thereby the high-ground stress in country rock is discharged, reduce the stressed of rigidity preliminary bracing, thereby, ensure that rigidity preliminary bracing can not be out of shape, avoid occupying the necessary operation of rebuilding rigidity preliminary bracing in secondary lining space because of rigidity preliminary bracing, reduced construction cost and construction risk; Especially be beneficial to the safety and the efficiency that improve at the constructing tunnel in area, high-ground stress rock stratum.
From step 1 in above-described embodiment, a Pin, two Pin or more Pin flexible supports 21 can be set in same section of tunnel passage 20.Its concrete process of establishing can adopt and once excavate tunnel passage 20, then in tunnel passage 20, sets up successively a Pin or many Pin flexible support; But, when tunnel passage 20 is long, its domestic demand is while arranging multiple flexible support 21, especially when geological conditions is more weaker, so once excavate one section of long tunnel passage 20 and just may cause subsiding in mining process, for thoroughly eliminating this potential hidden danger of subsiding, can adopt one section of tunnel passage 20 Further Division is multiple segmentations, only excavates the scheme of one section of segmentation of tunnel passage 20 at every turn, below the party's case is elaborated.
In above-described embodiment, the peripheral surface of the closely connected tunnel passage 20 of having excavated is set up at least one Pin, the peripheral surface of the closely connected tunnel passage 20 of having excavated is set up at least three Pin for supporting the flexible support 21 of tunnel passage 20, particularly, its process can be:
Longitudinally excavate the first paragraph segmentation of tunnel passage 20, the peripheral surface of the first paragraph segmentation of closely connected tunnel passage 20 is set up a Pin flexible support 21;
The end of the first paragraph segmentation based on tunnel passage 20 repeats said process, until excavated the final stage segmentation of tunnel passage 20, and the peripheral surface of the final stage segmentation of closely connected tunnel passage 20 is set up a Pin flexible support 21.
This programme is by being divided into tunnel passage multiple segmentations, each mode of a segmentation of only excavating, greatly reduce each tap length longitudinally, can form again the structure that many Pin flexible support is set in same section of tunnel passage, the safety that has further improved this tunnel supporting method simultaneously.
Please refer to Fig. 4 c and Fig. 5, completing before secondary lining 23 steps based on rigidity preliminary bracing 22, also comprise:
Prepsetting gap 3 between flexible support layer and rigid protection layer is carried out to slip casting backfill, fill in prepsetting gap 3 and be not yet out of shape by flexible support 21 space tying up with cement paste.Wherein, the water/binder ratio of cement paste can be selected in 0.6: 1～0.8: 1 scope, and grouting pressure can be selected within the scope of 0.1～0.2MP; In addition, also can in this cement paste, add accelerating admixture, with by setting time control within an hour.
Can make flexible support and rigidity preliminary bracing form integrative-structure by slip casting backfill, thereby reach better supporting effect.
Another embodiment of the present invention provides a kind of tunnel support structure, please refer to Fig. 4 a, Fig. 5 and Fig. 6, comprising:
Cover the flexible support layer of the peripheral surface of the tunnel passage 20 of having excavated, this flexible support layer is made up of flexible support 21 and the concrete coating 212 of at least one Pin, the closely connected peripheral surface in tunnel passage 20; Preferably, flexible support layer can comprise at least three Pin, along the flexible support 21 of the longitudinal arrangement of tunnel passage 20;
Be arranged on flexible support layer inner side, be formed with the rigid protection layer of prepsetting gap 3 with this flexible support layer, this rigid protection layer is made up of at least one Pin rigidity preliminary bracing 22 and the concrete strengthening layer 222 that is formed on rigidity preliminary bracing 22 front sides and/or rear side; In the time only including a Pin rigidity preliminary bracing 22 in the rigid protection layer of tunnel passage 20, the front side of rigidity preliminary bracing 22 and rear side can be concrete strengthening layer 222, in the time that rigid protection layer comprises more than three rigidity preliminary bracing 22, between adjacent rigidity preliminary bracing 22, can connect by concrete strengthening layer 222, in also can be concrete strengthening layer 22 with front side and the rear side of the rigidity preliminary bracing of least significant end foremost.
Be fixedly installed secondary lining 23 on the surface of rigid protection layer, the shape of cross section of secondary lining 23 and rigid protection layer match and extend longitudinally.
In the present embodiment, the shape of cross section of tunnel passage 20 can be square, polygon or arch; The shape of tunnel passage 20 can be identical with the shape of flexible support 21, so that both better fit tightly, prevents that the detritus particle on country rock 11 is scattered; Rigidity preliminary bracing 22 can be identical or different with flexible support 21; Preferably, flexible support 21 is the same with the shape of cross section of tunnel passage 20 with rigidity preliminary bracing 22, it is all the arch that radian is identical, and the rigidity of flexible support 21 is less than rigidity preliminary bracing 22, to ensure that under the high-ground stress effect in country rock 11, flexible support 21 can produce distortion to discharge geostatic stress, but rigidity preliminary bracing 22 can not be out of shape, not tie up the space of secondary lining.In the specific implementation, the arch support that flexible support 21 can adopt wood materials to make, or the arch-shaped steel frame that combines of the softer reinforcing bar of quality, preferably, can adopt grid steel frame conventional in this area; The profile steel frame that excellent rigidity is higher is generally selected in rigidity preliminary bracing 22, the profile steel frame that for example can adopt H175 to produce, and can be in this profile steel frame sprayed mortar.
The tunnel support structure of the present embodiment, because the prepsetting gap 3 between flexible support layer and rigid protection layer can provide deformation space for flexible support, thereby reach by country rock together with the common distortion of flexible support to discharge the object of the high-ground stress in country rock as far as possible, avoid the high-ground stress of country rock to cause rigidity preliminary bracing distortion, ensure that secondary lining implements smoothly, reduced engineering cost, and compared with prior art, this supporting and protection structure is more reliable and more stable, risk is lower.
Further, as shown in Figure 5, in above-mentioned tunnel support structure, also comprise:
Be filled in the cement paste layer 31 in the prepsetting gap 3 between flexible support layer and rigid protection layer.This cement paste layer 31 can make flexible support layer and rigid protection layer form more stable entirety, so that supporting and protection structure plays a role better.
Further embodiment of this invention provides a kind of tunnel, please refer to Fig. 4 a and Fig. 5, comprising: the tunnel passages 20 together, more than two sections that are linked in sequence from beginning to end, the inner side of every section of tunnel passage 20 is provided with the tunnel support structure in above-mentioned arbitrary embodiment.The concrete structure of tunnel support structure is similar to the above embodiments, does not repeat them here.
In addition, in the present invention, each segmentation of tunnel passage, tunnel passage, flexible support and rigidity preliminary bracing length longitudinally all can be passed through calculative determination according to concrete operating mode; And can utilize the further calculative determination Pin of above-mentioned parameter spacing, and the quantity of flexible support, rigid protection.Pin spacing refers to the distance between adjacent two Pin flexible supports or rigidity preliminary bracing, and the occurrence of Pin spacing can be the distance between leading flank or the trailing flank of adjacent two flexible supports (rigidity preliminary bracing); In whole tunnel, the Pin spacing of flexible support or rigidity preliminary bracing can be definite value, be that flexible support or rigidity preliminary bracing are for being spacedly distributed, certainly, also can, because of the particularity of concrete geological condition, the flexible support in different tunnels passage 20 and/or rigid protection be arranged variant with respect to the position of the tunnel passage at place, like this, Pin spacing is each unequal, but which kind of situation no matter, the tunnel support structure that all can adopt the present embodiment to provide.
The tunnel that the present embodiment provides, by flexible support layer, rigid protection layer are set, and make to form the mode of prepsetting gap between the two, make flexible support can produce distortion to discharge the high-ground stress in country rock 11, reduce the stressed of rigidity preliminary bracing, avoid being out of shape because of rigidity preliminary bracing the situation of rebuilding of must dismantling and occurred, can reduce construction cost; In addition, adopt the tunnel of this supporting and protection structure to have better stability, safety is higher.
Finally it should be noted that: above each embodiment, only in order to technical scheme of the present invention to be described, is not intended to limit; Although the present invention is had been described in detail with reference to aforementioned each embodiment, those of ordinary skill in the art is to be understood that: its technical scheme that still can record aforementioned each embodiment is modified, or some or all of technical characterictic is wherein equal to replacement; And these amendments or replacement do not make the essence of appropriate technical solution depart from the scope of various embodiments of the present invention technical scheme.
Claims (9)
1. a tunnel supporting method, is characterized in that, comprising:
The peripheral surface of step 1, the closely connected tunnel passage of having excavated is set up at least one Pin for supporting the flexible support of described tunnel passage, and at described tunnel channel surface sprayed mortar, jointly to form with flexible support described at least one the flexible support layer that is covered in described tunnel channel surface; Described flexible support adopts has flexible grid steel frame, and the concrete ratio of spraying by the selection of described grid steel frame and at described tunnel channel surface obtains different rigidity;
Step 2, set up the preliminary bracing of at least one Pin rigidity in described flexible support layer inner side, at leading flank and/or the trailing flank sprayed mortar of described rigidity preliminary bracing, jointly to form rigid protection layer with described rigidity preliminary bracing, and make to form prepsetting gap between described rigid protection layer and described flexible support layer;
Step 3, standing the first deformation time;
Step 4, build secondary lining based on described rigid protection layer.
2. tunnel supporting method according to claim 1, the peripheral surface of the described closely connected tunnel passage of having excavated is set up at least one Pin, the peripheral surface of the closely connected described tunnel passage of having excavated is set up at least three Pin for supporting the flexible support of described tunnel passage, it is characterized in that, the peripheral surface of the closely connected described tunnel passage of having excavated is set up at least three Pin and for the process of the flexible support that supports described tunnel passage is:
Longitudinally excavate the first paragraph segmentation of described tunnel passage, the peripheral surface of the first paragraph segmentation of closely connected described tunnel passage is set up a Pin flexible support;
The end of the described first paragraph segmentation based on described tunnel passage repeats said process, until excavated the final stage segmentation of described tunnel passage, and the peripheral surface of the final stage segmentation of closely connected described tunnel passage is set up a Pin flexible support.
3. tunnel supporting method according to claim 1 and 2, is characterized in that,
Before described step 4, also comprise:
Prepsetting gap between described flexible support layer and described rigid protection layer is carried out to slip casting backfill.
4. a tunnel support structure, is characterized in that, comprising:
Cover the flexible support layer of the peripheral surface of the tunnel passage of having excavated, described flexible support layer is made up of flexible support and the concrete coating of at least one Pin, the closely connected peripheral surface in described tunnel passage; Described flexible support adopts has flexible grid steel frame, and the concrete ratio of spraying by the selection of described grid steel frame and at described tunnel channel surface obtains different rigidity;
Be arranged on described flexible support layer inner side, be formed with the rigid protection layer of prepsetting gap with described flexible support, described rigid protection layer is made up of the preliminary bracing of at least one Pin rigidity and the layer of concrete back-up coat that is formed on described rigidity preliminary bracing front side and/or rear side;
Surface at described rigid protection layer is fixedly installed secondary lining, and described secondary lining shape of cross section and described rigid protection layer match and extend longitudinally.
5. tunnel support structure according to claim 4, is characterized in that, described flexible support layer comprise at least three Pin, along the flexible support of the longitudinal arrangement of described tunnel passage.
6. according to the tunnel support structure described in claim 4 or 5, it is characterized in that, also comprise:
Be filled in the cement paste layer in the prepsetting gap between described flexible support layer and rigid protection layer.
7. according to the tunnel support structure described in claim 4 or 5, it is characterized in that, described flexible support and described rigidity preliminary bracing are arch.
8. tunnel support structure according to claim 7, is characterized in that, the grid steel frame that described flexible support is arch, and the profile steel frame that described rigidity preliminary bracing is arch, the rigidity of described flexible support is less than the rigidity of described rigidity preliminary bracing.
9. a tunnel, comprising: the tunnel passages together, more than two sections that are linked in sequence from beginning to end, it is characterized in that,
The inner side of every section of described tunnel passage is provided with the tunnel support structure as described in as arbitrary in claim 4-8.
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| CN105401954B (en) * | 2015-10-23 | 2017-05-10 | 中电建路桥集团有限公司 | Tunnel anti-expansion support design method |
| CN105781574B (en) * | 2016-04-19 | 2017-06-16 | 长安大学 | A kind of tunnel assembled support system and its construction method |
| CN110714770A (en) * | 2019-10-29 | 2020-01-21 | 中铁隧道集团二处有限公司 | Support method for releasing high ground stress of hard horizontal surrounding rock through buffer layer |
| CN111764940B (en) * | 2020-07-03 | 2022-08-02 | 浙江省衢州市交通建设集团有限公司 | Double-layer primary supporting structure of weak surrounding rock tunnel and construction method thereof |
| CN113982631B (en) * | 2021-10-29 | 2024-04-05 | 成都未来智隧科技有限公司 | Tunnel supporting structure and tunnel supporting method |
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