CN100425803C - Composite lining suitable for surrounding rock after-deformation - Google Patents
Composite lining suitable for surrounding rock after-deformation Download PDFInfo
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- CN100425803C CN100425803C CNB2005100407856A CN200510040785A CN100425803C CN 100425803 C CN100425803 C CN 100425803C CN B2005100407856 A CNB2005100407856 A CN B2005100407856A CN 200510040785 A CN200510040785 A CN 200510040785A CN 100425803 C CN100425803 C CN 100425803C
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Abstract
The present invention relates to a composite lining suitable for surrounding rock after-deformation, which belongs to the field of supporting structures in underground engineering. The present invention provides the composite lining for solving the defect that the present lining can suit the convergent deformation and the fault fracture deformation of surrounding rock in a later period. The present invention is composed of an internal layer and an external layer, wherein the internal layer is a concrete layer which is a rigid layer in the thickness of 30 to 200cm; the external layer is a filling layer which is a flexible layer with the filling materials of soil, wood, sand, stones and water in the thickness of 30 to 150cm. the composite lining suits the fault fracture deformation and suits the local deformation of the surrounding rock and the convergent deformation of a full broken surface through the deformable external layer, can provide proper supporting force for the surrounding rock, can protect the internal layer from being damaged and can make the surrounding rock trend stable by supporting.
Description
Technical field:
The present invention relates to a kind of composite lining of suitable for surrounding rock after distortion, belong to underground engineering field.
Background technology:
In underground constructions such as hydraulic tunnel, traffic tunnel and mine working, lining cutting is one of supporting measure of protection underground space internal security, control adjoining rock stability.Present lining cutting is based on concrete (comprising steel concrete) lining cutting, be characterized in rigidity, general requirements itself and country rock are close together, if have the space between country rock and the lining cutting, also require to adopt the way of backfill grouting, this space is filled out extremely, and backfilling material is generally concrete or cement mortar, also is rigidity after solidifying.When country rock deformed, the lining cutting meeting produced supporting reaction immediately and suppresses surrouding rock deformation.Destroying for fear of lining cutting, generally is after treating that country rock is basicly stable, just to carry out lining cutting at present.
The south water to north of China west lineman's journey, water transfer circuit length overall be the hydraulic tunnel engineering more than 75%, tunnel buried depth is bigger, generally at 300m～900m, and will pass through several active faults.In a large amount of water power and traffic engineering of China southwest and northwest, also will face numerous buried underground constructions and the underground construction of passing through active fault.For buried underground construction, because geostatic stress is higher, the convergent deformation of country rock is bigger, and pressure from surrounding rock is bigger, and this convergent deformation might can not stop for a long time, and after lining cutting was finished, country rock also moderate finite deformation may take place.Because lining cutting is rigidity, the moderate finite deformation that it can not suitable for surrounding rock is easy to damage, and causes engineering accident.For the underground construction of passing active fault, the changing of the relative positions can take place in tomography, and this changing of the relative positions power is very huge, because lining cutting is a rigidity, it can not adapt to the changing of the relative positions distortion of tomography, also is easy to damage.
Summary of the invention:
In order to solve the deficiency that present lining cutting can not adapt to surrouding rock deformation and fault movement distortion after the lining cutting, the present invention proposes a kind of composite lining, and it is by internal layer and outer the composition, and internal layer is a rigidity, and skin is flexible.This composite lining can suitable for surrounding rock convergent deformation, also can adapt to the changing of the relative positions distortion of tomography, and can provide appropriate supporting drag to country rock.
The technical solution adopted for the present invention to solve the technical problems is:
Buried or pass in the underground construction of active fault, the distortion of country rock can be divided into three kinds of situations, and the firstth, the changing of the relative positions distortion of active fault, its load that imposes on lining cutting is a shearing force; The secondth, clamp-on the part of country rock, and its load that imposes on lining cutting is local load or concentrated force; The 3rd is that the full section of country rock is clamp-oned, and its load that imposes on lining cutting is a load relatively uniformly.Three kinds of loads successively decrease to the threat of lining cutting, but if surpass certain magnitude lining cutting are destroyed.According to supporting and protection structure and interaction with wall rocks relation, when deflection hour its suffered pressure from surrounding rock of supporting and protection structure big, its suffered pressure from surrounding rock is little when the deflection of supporting and protection structure is big, and in the process of surrouding rock deformation, supporting is also wanted and can be provided appropriate supporting power for country rock, otherwise the loose scope of country rock inside can enlarge rapidly, causes bigger surrouding rock deformation or country rock and collapses.
Therefore technical essential of the present invention has two, and the firstth, have the certain deformation ability, destroy to avoid lining cutting to bear excessive load, the secondth, to provide appropriate supporting power to country rock, to avoid the lax scope of country rock to enlarge rapidly or to collapse.For this reason, invented and have inside and outside two-layer composite lining, its internal layer is a rigid layer, and skin is a flexible layer.Internal layer is a layer of concrete, and its material, 26S Proteasome Structure and Function are all basic identical with present concrete lining.Skin is a filling bed, when building or build internal layer, stays between internal layer and country rock and establishes the filling space, after internal layer possesses certain bearing strength, carries out filling to staying the filling space of establishing, and forms outer after filling finishes.Outer field key parameter has the prescription of thickness and filler, and one-tenth-value thickness 1/10 is main relevant with the maximum deformation quantity of composite lining, and required maximum deformation quantity is big more, and then one-tenth-value thickness 1/10 is big more; The prescription of filler is main relevant with the support rigidity of composite lining, when the more little then filler of required support rigidity will prepare soft more.Range of values of thickness of the present invention is 30cm～150cm, filler consist of soil, sand, stone, wood and water, wherein Tu content is the rigidity that is used for regulating filler, the high more then filler of native content is soft more, flowability is high more.The volume content of soil should not be lower than 15%, otherwise the filler flowability is too low, rigidity is excessive, causes the bulk deformation scarce capacity of composite lining.
When country rock deformed (changing of the relative positions distortion, part clamp-on distortion or full section is clamp-oned distortion), what at first bear the country rock load was outer, if this load is little, then skin is directly given internal layer with this country rock Load Transfer, because load is little, internal layer can not destroy; If this payload values is bigger, then skin can deform, and along with the load of increase country rock of distortion will descend, this Load Transfer is during to internal layer, and internal layer can not destroy yet.And in the process of skin distortion, skin provides supporting power to country rock always, and this supporting power size is the deformation rigidity control that is subjected to cladding material, and deformation rigidity can be controlled by the prescription of filler, so country rock can unstability yet.
Description of drawings
The invention will be further described below in conjunction with drawings and Examples.
Fig. 1 is the structural representation of embodiment.
Among Fig. 1,1. internal layer, 2. skin, 3. active fault changing of the relative positions distortion, 4. local country rock is clamp-oned distortion, and 5. full section country rock is clamp-oned distortion, 6. system anchor bolt, 7. country rock.
The specific embodiment
As shown in Figure 1, Fig. 1 is a hydraulic tunnel composite lining structural representation, and tunnel section is the circle of diameter 6.5m.After tunnel excavation, apply system anchor bolt 6 immediately, country rock 7 is carried out preliminary bracing, after preliminary bracing is finished, in tunnel, install concrete blinding, and between exterior sheathing and country rock 7, stay and establish the thick space of 50cm, concreting in template forms internal layer 1.After treating that internal layer 1 reaches design strength, filling forms outer 2 by the filler of formulated in staying the space of establishing again.Internal layer 1 is the C30 layer of concrete, thickness 60cm, and outer 2 is the filling bed of thickness 50cm, and filler is clay, wood, sand, stone and water, and the volume content of its medium clay soil is 35%.
As shown in Figure 1, when the active fault changing of the relative positions taking place be out of shape 3, outer 2 along with the changing of the relative positions distortion of tomography and the shear flow distortion takes place, and this changing of the relative positions distortion has been absorbed by outer 2, can be not excessive and be applied to the changing of the relative positions load of internal layer 1, and internal layer 1 can not destroy.When the part taking place when clamp-oning distortion 4, outer 2 corresponding flow deformation also takes place, and local distortion has been absorbed by outer 2, and the local load that is applied to internal layer 1 has diminished, and homogenized, and internal layer 1 can not destroy.In when, full section taking place clamp-oning distortion 5 when, wood in outer 2 fillers can be compressed, outer 2 will produce the volume compression distortion, thereby full section is clamp-oned distortion to be sponged, then the load that is subjected to of internal layer 1 can be not excessive yet, and internal layer 1 can not destroy yet, and inside and outside layer also can produce the supporting power to country rock 7 jointly, country rock 7 can not relax rapidly or collapse yet, and can progressively settle out.
Claims (2)
1. the composite lining of a suitable for surrounding rock after-deformation, it is characterized in that forming by internal layer (1) and outer (2), internal layer (1) is a layer of concrete, thickness is 30cm～200cm, outer (2) are filling beds, contain soil, sand, stone and water in the filling bed material, and the volume content of soil is greater than 15%, the thickness of outer (2) is 30cm～150cm.
2. composite lining as claimed in claim 1 is characterized in that containing wood in the constituent material of skin (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2005100407856A CN100425803C (en) | 2005-06-27 | 2005-06-27 | Composite lining suitable for surrounding rock after-deformation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2005100407856A CN100425803C (en) | 2005-06-27 | 2005-06-27 | Composite lining suitable for surrounding rock after-deformation |
Publications (2)
| Publication Number | Publication Date |
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| CN1710252A CN1710252A (en) | 2005-12-21 |
| CN100425803C true CN100425803C (en) | 2008-10-15 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB2005100407856A Expired - Fee Related CN100425803C (en) | 2005-06-27 | 2005-06-27 | Composite lining suitable for surrounding rock after-deformation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102606169A (en) * | 2012-03-16 | 2012-07-25 | 铁道部工程管理中心 | Tunnel support method, tunnel support structure and tunnel |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100516464C (en) * | 2006-06-02 | 2009-07-22 | 四川省交通厅公路规划勘察设计研究院 | Tunnel support structure |
| CN1936270B (en) * | 2006-10-20 | 2011-03-16 | 中国水电顾问集团华东勘测设计研究院 | Multilayer enclosing-rock cement-grouting consolidation ring tunnel bearing structure and its construction method |
| CN101737063B (en) * | 2009-11-16 | 2011-12-14 | 西安理工大学 | Ground fissure tunnel asphalt concrete composite lining and supporting method thereof |
| CN103233749A (en) * | 2013-03-24 | 2013-08-07 | 中铁二院工程集团有限责任公司 | Large-span and heavy-load multi-layer open cut tunnel lining structure |
| CN104832186B (en) * | 2015-03-09 | 2017-04-19 | 三峡大学 | Tunnel lining structure with eternally un-dismountable lining tire and construction installation method of tunnel lining structure |
| CN106499405B (en) * | 2016-11-02 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel lining structure |
| CN109653765B (en) * | 2019-02-12 | 2020-10-09 | 三峡大学 | Warehouse-separated lining pressure relief supporting structure and method for various fillers |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3127453A1 (en) * | 1981-07-11 | 1983-02-03 | Bauunternehmung E. Heitkamp Gmbh, 4690 Herne | Method of producing a roadway support in mining and tunnelling |
| JP2004300757A (en) * | 2003-03-31 | 2004-10-28 | Kumagai Gumi Co Ltd | Surface reinforcing method for concrete structure |
-
2005
- 2005-06-27 CN CNB2005100407856A patent/CN100425803C/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3127453A1 (en) * | 1981-07-11 | 1983-02-03 | Bauunternehmung E. Heitkamp Gmbh, 4690 Herne | Method of producing a roadway support in mining and tunnelling |
| JP2004300757A (en) * | 2003-03-31 | 2004-10-28 | Kumagai Gumi Co Ltd | Surface reinforcing method for concrete structure |
Non-Patent Citations (2)
| Title |
|---|
| 浅谈南水北调西线工程隧洞穿越活断层的处理对策. 范雪宁，陈兴亮，刘杰，凌霄，宋爱华.人民黄河，第23卷第10期. 2001 |
| 浅谈南水北调西线工程隧洞穿越活断层的处理对策. 范雪宁，陈兴亮，刘杰，凌霄，宋爱华.人民黄河，第23卷第10期. 2001 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102606169A (en) * | 2012-03-16 | 2012-07-25 | 铁道部工程管理中心 | Tunnel support method, tunnel support structure and tunnel |
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| Publication number | Publication date |
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| CN1710252A (en) | 2005-12-21 |
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