CN203515598U - Tunnel supporting structure bridged active fault - Google Patents
Tunnel supporting structure bridged active fault Download PDFInfo
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- CN203515598U CN203515598U CN201320646366.7U CN201320646366U CN203515598U CN 203515598 U CN203515598 U CN 203515598U CN 201320646366 U CN201320646366 U CN 201320646366U CN 203515598 U CN203515598 U CN 203515598U
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Abstract
The utility model relates to a tunnel supporting structure, in particular to a tunnel supporting structure bridged active fault. The tunnel supporting structure comprises a fault bridge segment and normal supporting segment, wherein the normal supporting segment is connected with the two ends of the fault bridge segment and adopts a composite lining structure, the fault bridge segment is sequentially provided with a second lining, a foam concrete layer, a first lining, a first waterproof layer and a primary support from inside to outside along the radial direction of a tunnel, and the primary support, the first waterproof layer and the first lining form the composite lining structure. By the tunnel supporting structure bridged the active fault, the problem of construction time selection can be solved, and safe and convenient construction is fulfilled; the first lining can be used for bearing stress generated by fault creep; the foam concrete layer provides displacement space and absorbs energy; emergency capability structured with the second lining is built, and clean air is prevented from influence of fault movement; and the tunnel support structure has the advantages of high emergency capability, favorable shock resistance and ability of resisting damage due to fault creep and fault movement, and is applicable for penetration of various active faults.
Description
Technical field
The utility model relates to tunnel support structure, especially a kind of tunnel support structure of crossing over active fault.
Background technology
Tunnel is a kind of building at underground engineering structure, is widely used in the fields such as traffic, mine, water conservancy and national defence.Current tunnel, conventionally adopt New Austrian Tunneling Method construction, supporting and protection structure is composite lining structure, along tunnel hoop, comprises vault, inverted arch and both sides abutment wall, radially comprises the preliminary bracing in outside, secondary lining and the waterproofing course between preliminary bracing and secondary lining of inner side along tunnel.
Along with the fast development of China's transportation industry, the geographic coverage of building tunnel is more and more wider.According to prior art standard, in construction of tunnel, if meet tomography, first should take to dodge the measure of detouring; If in the time of must passing through active fault because of route plan restriction, keep and tomography quadrature, to reduce the affected scope in tunnel as far as possible.Active fault, still once had activity in activity or geologic(al) period in modern age now, tomography that in the future also may be again movable, and as a kind of geological structure, its movable main manifestations is the upper lower burrs changing of the relative positions relatively in time.The motion mode of active fault has two kinds of stick-slip and creeps, the breaking fast of tomography when wherein the stick-slip changing of the relative positions is earthquake, and the creep changing of the relative positions is the slow changing of the relative positions that tomography is not followed earthquake.The tunnel of crossing over active fault, longitudinally lays respectively in the upper dish and lower wall of active fault plane of fracture both sides, therefore in active fault, in the relative changing of the relative positions process of dish and lower wall, the safety of tunnel support structure is formed and is had a strong impact on.
Take normal fault as example, and upper dish along the downward slippage of the plane of fracture, acts on and in tunnel lining, shows as Paraclase place and be subject to shear stress under Action of Gravity Field, and at Paraclase two side positions, be subject to should much larger than the axial push-pull of normal condition.During earthquake, the changing of the relative positions of tomography stick-slip, changing of the relative positions amount enlarges markedly, and causes that shear stress suffered in lining cutting increases rapidly, and there is directly to cut off destruction in lining cutting.And under non-earthquake conditions, the fault creep changing of the relative positions, changing of the relative positions amount is slowly accumulation in time, the impact that tunnel is produced is the trend of cumulative year after year, its destructive process can be regarded the progressive destruction of liner structure under the Static behavior increasing gradually as, and compare with the mode of failure of the stick-slip changing of the relative positions, the more common mode of failure of the creep changing of the relative positions is La Zhang – extruding and the mode of failure of shearing combination.Concretely, La Zhang – extruding and the mode of failure of shearing combination, at the distortion initial stage, fault movement amount is less, the top of lining cutting and bottom produce in the axial direction and draw, compressive stress, and when the intensity of drawing, compressive stress surpasses lining cutting, lining cutting just produces La Zhang – compression fissure; Along with wrong, apart from amount, increase gradually, La Zhang – compression fissure is gradually to whole Lining Ring to expansion, and when shear stress surpasses while not destroying strength of lining, lining cutting will be cut off destruction.
Current, Chinese scholars is less to passing through the tunnel structure research of active fault, and the Shear that mainly concentrates on tunnel structure destroys, if the patent No. is the patent of invention that ZL200910058875.6, denomination of invention are shock resisting and reducing structure spanning movable fault tunnel.The liner structure of foregoing invention patent tunnel shock resisting structure comprises liner and outer lining, at rock mass active fault position, be provided with along tunnel the vibration absorber of longitudinally extending to active fault both sides, this vibration absorber consists of the foam concrete layer being filled between liner, outer lining; Outside the two ends of vibration absorber, be respectively provided with along the stabilization zone of tunnel longitudinal extension, stabilization zone consists of the solidifying soil layer of reinforcing bar being filled between liner, outer lining.When earthquake occurs, vibration absorber can absorb seismic energy effectively, and allows active fault to have certain displacement, thereby reduces the impact of active fault on tunnel, effectively improves the shock resisting performance in tunnel.But the tunnel shock resisting structure of foregoing invention patent, the problem of two aspects below existing:
The first, it only considers there is earthquake situations condition, and the Shear of tunnel structure destroys.Under non-earthquake conditions, the fault creep changing of the relative positions, drawing, under action of compressive stress, only can put up a resistance by secondary lining, and safety stock is low; And the existence of its stabilization zone may change place of application of force, when reducing shear stress, increase axial draw, compressive stress, worsen drawing, the opposing of compressive stress.And the destruction of the creep changing of the relative positions to tunnel structure can be weakened its Shear ability when having shake, even make it to lose efficacy.
The second, New Austrian Tunneling Method construction, also adopt composite lining structure, and its core gives full play to the self-supporting ability of country rock.Further say, the preliminary bracing of composite lining structure adopts spray anchor structure, after cavern excavation, carry out in time, preliminary bracing itself has certain flexibility and deformation characteristic, thereby can after excavation, control timely and effectively and adjust the heavily distribution of surrouding rock stress, protect to greatest extent rock mass structure and mechanical characteristic, make country rock and preliminary bracing obtain homeostasis in the process of common distortion, make full use of the self-supporting ability of country rock; The secondary lining of composite lining structure adopts reinforced concrete structure, bears later stage pressure from surrounding rock, applies too early secondary lining, and the self-supporting ability of country rock does not reach optimum state, and then makes secondary lining bear larger pressure from surrounding rock; Therefore delay and apply secondary lining, can affect the stability of preliminary bracing, there is strict requirement the time that applies for the secondary lining of composite lining structure, applies in time after conventionally requiring supporting in the early stage stable.And foregoing invention patent, foam concrete layer is set between supporting in the early stage and secondary lining, its after supporting construction completes in the early stage, secondary lining applies and frontly need to carry out applying of foam concrete layer, therefore its supporting in the early stage applies secondary lining after stablizing in time, cannot give full play to the self-supporting ability of country rock, and then the safety of construction, the strength and stability of lining cutting are impacted.Meanwhile, if waterproofing course is set between secondary lining and foam concrete layer, can further hinder applying of secondary lining; If waterproofing course is not set between secondary lining and foam concrete layer, because foam concrete water permeability is better, in the time of can causing secondary lining to build, the loss of moisture in concrete, causes secondary lining to occur plastic shrinkage cracks or pitted skin, affects the strength and stability of lining cutting.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of tunnel support structure of crossing over active fault, its construction safety, convenience, and there is good shock resistance and resist the ability that the fault creep changing of the relative positions destroys.
The utility model solves the technical scheme that its technical problem adopts: the tunnel support structure of crossing over active fault, along tunnel hoop, comprise vault, inverted arch and both sides abutment wall, along tunnel, longitudinally comprise tomography leap section and cross over the section common supporting section that axially two ends join with tomography respectively; Described common supporting section adopts composite lining structure, comprises the preliminary bracing of radial outside, the secondary lining of radially inner side and the waterproofing course between preliminary bracing and secondary lining; Along tunnel radially, described tomography is crossed over section and is respectively arranged with from inside to outside secondary lining, foam concrete layer, preliminary bracing; At described tomography, cross between the secondary lining of section and preliminary bracing and be provided with loopful to the once lining of sealing, between supporting in the early stage and once lining, be provided with the first waterproofing course, described once lining adopts reinforced concrete structure, by preliminary bracing, the first waterproofing course and once lining, forms composite lining structure; Described foam concrete layer is between secondary lining and once lining.
Further, the axial two ends of described tomography leap section flexibly connect with corresponding common supporting section.Concrete, between the axial two ends that described tomography is crossed over section and corresponding common supporting section, be respectively arranged with aseismatic joint.
Further, described foam concrete layer between secondary lining and once lining and cross section c-shaped, the foam concrete layer of described C shape is between vault and the corresponding secondary lining and once lining of both sides abutment wall, and the opening of the foam concrete layer of described C shape is corresponding with inverted arch.
Further, the two ends of described foam concrete layer are wedge shape and insert between inverted arch two ends corresponding secondary lining and once lining.
Further, between foam concrete layer and secondary lining, be provided with loopful to the second waterproofing course of sealing.
The beneficial effects of the utility model are: by preliminary bracing, the first waterproofing course and once lining, form composite lining structure, therefore can overcome the problem that applies selection of time, construction safety, convenience.Once lining can partly bear and come from the stress that fault creep produces; Simultaneously, the displacement space the effective energy that absorbs that by foam concrete layer, provide the changing of the relative positions to produce, the headroom that finally forms the safety stock of tunnel support structure by secondary lining and guarantee tunnel is not subject to the impact of fault movement, safety stock is large, there is good Shear damage capability and tension Zhang – squeeze and destroy ability, also there is the ability that good shock resistance and the changing of the relative positions of opposing fault creep destroy.
Accompanying drawing explanation
Fig. 1 is the horizontal sectional schematic diagram that the utility model is crossed over active fault tunnel support structure;
Fig. 2 is longitudinal sectional schematic diagram that the utility model is crossed over active fault tunnel support structure.
The specific embodiment
Below in conjunction with drawings and Examples, the utility model is further illustrated.
As shown in Figure 1 and Figure 2, the tunnel support structure of leap active fault of the present utility model, along tunnel hoop, comprise vault 11, inverted arch 12 and both sides abutment wall 13, along tunnel, longitudinally comprise tomography leap section 14 and cross over tomography the common supporting section 15 that section 14 axial two ends join respectively; Described common supporting section 15 adopts composite lining structure, comprises the preliminary bracing 21 of radial outside, the secondary lining 23 of radially inner side and the waterproofing course 22 between preliminary bracing 21 and secondary lining 23; Along tunnel radially, described tomography is crossed over section 14 and is respectively arranged with from inside to outside secondary lining 23, foam concrete layer 24, preliminary bracing 21; At described tomography, cross between the secondary lining 23 of section 14 and preliminary bracing 21 and be provided with loopful to the once lining 25 of sealing, between supporting in the early stage 21 and once lining 25, be provided with the first waterproofing course 26, described once lining 25 adopts reinforced concrete structure, by preliminary bracing 21, the first waterproofing course 26 and once lining 25, forms composite lining structure; Described foam concrete layer 24 is between secondary lining 23 and once lining 25.
The tunnel support structure of leap active fault of the present utility model, at described tomography, cross over section 14, by preliminary bracing 21, the first waterproofing course 26 and once lining 25, form composite lining structure, its construction technology is identical with the construction technology of existing composite lining structure, can after cavern excavation, apply in time preliminary bracing 21, after supporting in the early stage 21 is stable, apply in time once lining 25.Therefore, can overcome prior art in the problem applying in selection of time, can make full use of the self-supporting ability of country rock, guaranteeing construction safety, simultaneously easily, by formed composite lining structure division by preliminary bracing 21, the first waterproofing course 26 and once lining 25, bearing and come from the stress that fault creep produces.
Secondly, foam concrete layer 24 is between once lining 25 and secondary lining 23, because foam concrete has high compression ratio, make to form and flexibly connect between the composite lining structure that formed by preliminary bracing 21, the first waterproofing course 26 and once lining 25 and secondary lining 23.After the composite lining consisting of preliminary bracing 21, the first waterproofing course 26 and once lining 25 is destructurized, no matter cut off and destroyed or La Zhang – squeeze and destroy, displacement space effective energy that absorbs that all can provide the changing of the relative positions to produce by foam concrete layer 24, reducing effect is in the deformation pressure of secondary lining 23, and deformation pressure is spread uniformly to secondary lining 23, the headroom that finally forms the safety stock of tunnel support structures by secondary lining 23 and guarantee tunnel is not subject to the impact of fault movement.
Therefore, in sum, the tunnel support structure of leap active fault of the present utility model, construction safety, convenience, safety stock is large, has good Shear damage capability and tension Zhang – squeeze and destroy ability, also has the ability that good shock resistance and the changing of the relative positions of opposing fault creep destroy.
The radial thickness of above-mentioned foam concrete layer 24 according to tunnel in service life deformation of fault creep total displacement amount and the compressible space of self determine.Foam concrete parameter can be set according to existing standard, in example as shown in the figure, is: dry apparent density 400kg/m
3～800kg/m
3, compressive strength 2.0～5.0MPa, porosity is not less than 50%, modulus of elasticity 0.3～1.2GPa.The radial thickness of once lining 25 and secondary lining 23 need to determine according to actual intensity, and in example as shown in the figure, the radial thickness of once lining 25 is 50～70cm, and the radial thickness of secondary lining 23 is 30～50cm.
Because tomography leap section 14 belongs to same tunnel with common supporting section 15, so tomography leap section 14 secondary linings 23 are consistent with the headroom of common supporting section 15 secondary linings 23; But at tomography, cross over section 14, owing to having increased once lining 25 and foam concrete layer 24, therefore, the tunnel cross section of tomography leap section 14 is greater than the tunnel cross section of common supporting section 15.And the tunnel cross section of crossing over section 14 due to tomography is greater than the tunnel cross section of common supporting section 15, therefore the preliminary bracing 21 of tomography leap section 14 and the preliminary bracing 21 of common supporting section 15 are separate structure, therefore also tomography is crossed over joining of section 14 and common supporting section 15, is in fact also the tomography secondary lining 23 of crossing over section 14 joining with the secondary lining 23 of common supporting section 15.The axial two ends that tomography is crossed over section 14 join with corresponding common supporting section 15, can be that to be rigidly connected can be also to flexibly connect, and its concrete connected mode form can adopt existing connected mode arbitrarily according to actual needs.
But with respect to fixed grade, be rigidly connected, flexibly connect can avoid seismic energy longitudinal transmission, avoid longitudinal transmission of tension and compression stress, therefore, best, the axial two ends that described tomography is crossed over section 14 flexibly connect with corresponding common supporting section 15.Concrete, in example as shown in the figure, between the axial two ends that described tomography is crossed over section 14 and corresponding common supporting section 15, be respectively arranged with aseismatic joint 17.
The axial two ends of crossing over section 14 due to tomography flexibly connect with corresponding common supporting section 15, therefore, if foam concrete layer 24 adopts loopful to the annular of sealing, under secondary lining 23 deadweights and action of traffic loading, at the secondary lining 23 of inverted arch 12 positions and foam concrete layer 24 pressurized between once lining 25, easily cause the sedimentation of tomography leap section 14 secondary linings 23.Therefore, further, described foam concrete layer 24 between secondary lining 23 and once lining 25 and cross section c-shaped, the foam concrete layer 24 of described C shape is between the secondary lining 23 and once lining 25 of vault 11 and both sides abutment wall 13 correspondences, the opening of the foam concrete layer 24 of described C shape is corresponding with inverted arch 12, now, the secondary lining 34 of inverted arch 12 correspondences supports by once lining 32, can avoid the above-mentioned sedimentation that may occur.
Further, the two ends of described foam concrete layer 24 are wedge shape and insert between inverted arch 12 two ends corresponding secondary lining 23 and once lining 25.Wedge-shaped design, the stress of having avoided shape sudden change to cause is concentrated; Simultaneously, between Wedge insertion inverted arch 12 two ends corresponding secondary lining 23 and once lining 25, can increase the curvature of the corresponding once lining 25 in inverted arch 12 two ends, reduce the curvature of the corresponding secondary lining 23 in inverted arch 12 two ends simultaneously, thereby increase the relative shift of secondary lining 23 and once lining 25 along continuous straight runs.
Further, between foam concrete layer 24 and secondary lining 23, be provided with loopful to the second waterproofing course 27 of sealing.By the setting of the second waterproofing course 27, prevent the loss of moisture in concrete when tomography is crossed over the secondary lining 23 of section 14 and built, cause tomography to cross over section 14 secondary linings 23 and occur plastic shrinkage cracks or pitted skin; Meanwhile, as mentioned above, the secondary lining 23 of tunnel support structure inverted arch part supports by once lining 25, by the setting of the second waterproofing course 27, makes secondary lining 23 and once lining 25 separate, and forms buffering.
Above-mentioned waterproofing course 22, the first waterproofing course 26, the second waterproofing course 27 all adopt synthetic macromolecule coiled material, as polyvinyl chloride sheet, PUR coiled material, high density polyethylene (HDPE) coiled material, low density polyethylene (LDPE) coiled material etc.In example as shown in the figure, waterproofing course 22, the first waterproofing course 26, the second waterproofing course 27 all adopt high density polyethylene (HDPE) coiled material to form.
Claims (6)
1. cross over the tunnel support structure of active fault, along tunnel hoop, comprise vault (11), inverted arch (12) and both sides abutment wall (13), along tunnel, longitudinally comprise tomography leap section (14) and cross over section (14) common supporting section (15) that axially two ends join with tomography respectively; Described common supporting section (15) adopts composite lining structure, comprise the preliminary bracing (21) of radial outside, the secondary lining (23) of radially inner side and be positioned at preliminary bracing (21) and secondary lining (23) between waterproofing course (22); Along tunnel radially, described tomography leap section (14) is respectively arranged with secondary lining (23), foam concrete layer (24), preliminary bracing (21) from inside to outside; It is characterized in that: at described tomography, cross between the secondary lining (23) of section (14) and preliminary bracing (21) and be provided with loopful to the once lining (25) sealing, between supporting in the early stage (21) and once lining (25), be provided with the first waterproofing course (26), described once lining (25) adopts reinforced concrete structure, by preliminary bracing (21), the first waterproofing course (26) and once lining (25), forms composite lining structure; Described foam concrete layer (24) is positioned between secondary lining (23) and once lining (25).
2. the tunnel support structure of leap active fault as claimed in claim 1, is characterized in that: the axial two ends that described tomography is crossed over section (14) flexibly connect with corresponding common supporting section (15).
3. the tunnel support structure of leap active fault as claimed in claim 2, is characterized in that: between the axial two ends that described tomography is crossed over section (14) and corresponding common supporting section (15), be respectively arranged with aseismatic joint (17).
4. the tunnel support structure of leap active fault as claimed in claim 2, it is characterized in that: described foam concrete layer (24) be positioned between secondary lining (23) and once lining (25) and cross section c-shaped, the foam concrete layer (24) of described C shape is positioned between the secondary lining (23) and once lining (25) of vault (11) and both sides abutment wall (13) correspondence, and the opening of the foam concrete layer (24) of described C shape is corresponding with inverted arch (12).
5. the tunnel support structure of leap active fault as claimed in claim 4, is characterized in that: the two ends of described foam concrete layer (24) are wedge shape and insert between inverted arch (12) two ends corresponding secondary lining (23) and once lining (25).
6. the tunnel support structure of the leap active fault as described in claim 1,2,3,4 or 5, is characterized in that: between foam concrete layer (24) and secondary lining (23), be provided with loopful to second waterproofing course (27) of sealing.
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| CN201320646366.7U CN203515598U (en) | 2013-10-18 | 2013-10-18 | Tunnel supporting structure bridged active fault |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103912292A (en) * | 2014-04-23 | 2014-07-09 | 辽宁工程技术大学 | Fault-passing roadway waterproof damping and shock-resisting coupling support method |
| CN103485796B (en) * | 2013-10-18 | 2015-06-17 | 四川省交通运输厅公路规划勘察设计研究院 | Tunnel supporting structure across active fault |
| CN104863615A (en) * | 2015-06-16 | 2015-08-26 | 西南交通大学 | Anti-seismic tunnel structure spanning large-scale active fault zone |
| CN105298516A (en) * | 2015-11-11 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Combined supporting structure of steel pipe pile steel-bar-embedded tunnel composite lining used for soft foundation |
| CN108691555A (en) * | 2018-04-20 | 2018-10-23 | 北京工业大学 | Fault belt section antidetonation tunnel pipelines connector |
| CN113309539A (en) * | 2021-07-13 | 2021-08-27 | 辽宁工程技术大学 | Tunnel supporting structure with shock attenuation and stress early warning effect |
| CN113338999A (en) * | 2021-07-07 | 2021-09-03 | 西南交通大学 | Tunnel supporting structure |
| CN115142872A (en) * | 2022-04-06 | 2022-10-04 | 中国科学院武汉岩土力学研究所 | Flexible joint structure for crossing active fault tunnel, tunnel structure and construction method |
-
2013
- 2013-10-18 CN CN201320646366.7U patent/CN203515598U/en not_active Withdrawn - After Issue
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103485796B (en) * | 2013-10-18 | 2015-06-17 | 四川省交通运输厅公路规划勘察设计研究院 | Tunnel supporting structure across active fault |
| CN103912292A (en) * | 2014-04-23 | 2014-07-09 | 辽宁工程技术大学 | Fault-passing roadway waterproof damping and shock-resisting coupling support method |
| CN104863615A (en) * | 2015-06-16 | 2015-08-26 | 西南交通大学 | Anti-seismic tunnel structure spanning large-scale active fault zone |
| CN105298516A (en) * | 2015-11-11 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Combined supporting structure of steel pipe pile steel-bar-embedded tunnel composite lining used for soft foundation |
| CN108691555A (en) * | 2018-04-20 | 2018-10-23 | 北京工业大学 | Fault belt section antidetonation tunnel pipelines connector |
| CN113338999A (en) * | 2021-07-07 | 2021-09-03 | 西南交通大学 | Tunnel supporting structure |
| CN113338999B (en) * | 2021-07-07 | 2023-09-15 | 西南交通大学 | Tunnel supporting structure |
| CN113309539A (en) * | 2021-07-13 | 2021-08-27 | 辽宁工程技术大学 | Tunnel supporting structure with shock attenuation and stress early warning effect |
| CN115142872A (en) * | 2022-04-06 | 2022-10-04 | 中国科学院武汉岩土力学研究所 | Flexible joint structure for crossing active fault tunnel, tunnel structure and construction method |
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Granted publication date: 20140402 Effective date of abandoning: 20150617 |
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