CN206092016U - Stride that active fault is anti to glue tunnel preliminary bracing that slide moved - Google Patents
Stride that active fault is anti to glue tunnel preliminary bracing that slide moved Download PDFInfo
- Publication number
- CN206092016U CN206092016U CN201621045690.3U CN201621045690U CN206092016U CN 206092016 U CN206092016 U CN 206092016U CN 201621045690 U CN201621045690 U CN 201621045690U CN 206092016 U CN206092016 U CN 206092016U
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- steel
- concrete layer
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- adpting flange
- flange plate
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Abstract
The utility model provides a stride that active fault is anti to glue tunnel preliminary bracing that slide moved. Its concrete layer is high compensation concrete layer, and still sprays formation reinforcing bar concrete layer on high compensation concrete layer's inner wall, the steel bow member comprises the connection of multistage I -steel, and the junction is located the spandrel or encircles the I -steel of foot position, and its connection structure is: the flange board no. 1 of the tip welding rectangle of I -steel, thin wall steel tube's tip is opened has the breach of deformation to form long tooth, and thin long tooth tip welding flange board no. 2, two bolted connection of flange board on flange board on the I -steel no. 1 and the thin wall steel tube. The flange board no. 1 of the tip welding rectangle of all the other I -steel, the I -steel of adjacent section is directly through a flange board bolted connection. This kind of preliminary bracing can be absorbed the fault and glue slide kinetic energy, and the reduction fault movement improves the shock resistance in tunnel effectively and resists the fault and glue the ability that the slide moved destruction the destruction in tunnel, and the construction of its increase is measured for a short time, little to the construction progress influence.
Description
Technical field
The utility model is related to a kind of dynamic Tunnel of the anti-stick slide of leap active fault.
Background technology
Bored tunnel presses the construction of New Austrian Tunneling Method principle, using composite lining supporting, including preliminary bracing and secondary lining.Its
In, the support system that preliminary bracing and country rock are collectively constituted is primary load bearing structure, and secondary lining is mainly as safety stock.Just
Phase supporting is included on country rock the shape of a hoof steel arch of longitudinal arrangement in reinforced concrete floor, the reinforced concrete floor for spray formation
Frame, longitudinally connected reinforcing bar between steel arch-shelf.
With the acceleration of urbanization process, a large amount of constructions of Tunnel Engineering, tunnel structure leap will be inevitably run into
The problem of active fault.Active fault refers to that those are newborn within modern age or period of history or has acknowledgement of consignment of adopting dynamic and displacement, with
And may regenerate in the near future or continue to move the tomography with displacement.The generation of earthquake has direct relation with active fault.
When the changing of the relative positions of the active fault changing of the relative positions especially sudden large deformation is the stick-slip changing of the relative positions, faulted section subway tunnel is passed through
Protection structure is in complicated three dimensions stress state, the destruction for have both tension and compression, shearing, reversing and bending.Band steel arch-shelf
Reinforced concrete floor rigidity preliminary bracing and rigid secondary lining this strong destruction effect under, can produce bending, drawing
The three dimensions permanent deformation such as stretch, reverse, the failure mode of the Various Complex such as show to ftracture, cave in has a strong impact on tunnel
Safe operation.
The features such as stick-slip changing of the relative positions of active fault has randomness, strong destructiveness, therefore, for the tunnel for passing through active fault
Road structure can not simply using rigidity is big, supporting strong, the supporting means of poor ductility suppress surrouding rock deformation, and should adopt can be with
Effectively adapt to the flexible support measure of fault movement displacement.
The Chinese patent application of Application No. 201310491821.5 discloses a kind of " across the tunnel support of active fault
Structure ", the tunnel support structure has additional once lining and foam between the preliminary bracing of tomography Crossover phase and secondary lining
Second waterproof layer of concrete layer and bubble concrete layer inner surface.The once lining set up can partly bear and come from tomography
The stress that creep is produced；Meanwhile, the displacement space and effective energy absorption of the changing of the relative positions are provided by bubble concrete layer, so as to reduce
Even eliminate tunnel is affected by fault movement, and can keep the water resistance in tunnel.Its exist problem be：Due to increased
Once lining, bubble concrete layer, the second waterproof layer totally three concrete layers, therefore three casting concretes are increased, increase
Construction volume, efficiency of construction is reduced, and has had a strong impact on construction speed.
Utility model content
Goal of the invention of the present utility model is to provide the tunnel initial-stage that a kind of tunnel is moved across the anti-stick slide of active fault
Shield.The absorbable fault viscosity-sliding changing of the relative positions energy of the Tunnel, reduces destruction of the fault movement to tunnel, effectively improves tunnel
The shock resistance in road and the ability of opposing fault viscosity-sliding changing of the relative positions destruction；And its increased construction volume is little, affect little to construction speed.
The utility model realizes that the technical scheme that its goal of the invention is adopted is, it is a kind of across the anti-stick slide of active fault move
Tunnel, is included on country rock the horseshoe of longitudinal arrangement in horseshoe-shaped concrete layer, the concrete layer for spray formation
The steel arch-shelf of shape, is welded to connect between steel arch-shelf by longitudinally connected reinforcing bar (2), it is characterised in that：
Described concrete layer is high compression concrete layer, and also injection is formed with the inwall of high compression concrete layer
Reinforced concrete floor；
Described steel arch-shelf is connected and composed by multistage I-steel, and its attachment structure is：
Junction is located at the I-steel at spandrel or arch springing position, and its attachment structure is：The end welding rectangle of I-steel
Adpting flange plate one；The end of thin-wall steel tube is provided with and becomes the long tooth that v notch v forms circumferential array, and the long increment of thin-wall steel tube
Weld the adpting flange plate two of rectangle in portion；The bolt of adpting flange plate two on adpting flange plate one and thin-wall steel tube on I-steel
Connection.
The attachment structure of remaining I-steel is：The adpting flange plate one of rectangle is welded in the end of I-steel, adjacent segment
I-steel directly passes through the bolt connection of adpting flange plate one.
Compared with prior art, the beneficial effect of Tunnel of the present utility model is：
First, the internal layer of preliminary bracing is reinforced concrete structure, and outer layer is the steel arch-shelf high pressure for including flexible connecting structure
Contracting concrete layer.When tunnel structure bears normal working load, the thin-wall steel tube for leaving change v notch v is not surrendered, and can be protected
The intensity of whole lining cutting is demonstrate,proved, structure safety under normal operating condition is met.
2nd, when active fault occurs the stick-slip changing of the relative positions, supporting construction load increases, and load mainly increases in steel arch arching
Shoulder, the larger position of arch springing equal bending moments, the circumference (axle of thin-wall steel tube of the long tooth on the embedded thin-wall steel tube in these positions along tunnel
To) compress, so as to actively increase the deformation of steel arch-shelf and whole xoncrete structure, it is possible to reduce the stress of supporting construction increases
Amount, and can make lining cutting stress evenly, and lining cutting permanent crack of lining cutting and broken when tomography occurs the changing of the relative positions can be greatly decreased
It is bad.In a word, the steel arch-shelf that the utility model contains thin wall flexible steel pipe constitutes flexible support layer with high compression concrete layer, is formed
The lining structure of " soft outside but hard inside ", reaches the effect of energy-absorbing antidetonation.
3rd, the utility model only need to Moment is big in steel arch-shelf connecting portion increase the flexible thin-wall steel tube knot of band
Structure；And original reinforced concrete floor is changed to into high compression concrete layer, one layer of reinforced concrete floor is further added by, from construction volume
Speech, is only the increase in floor height compression concrete layer, and its total construction volume carries out three times well below three concrete layers are set up
The construction volume of casting concrete, the construction volume that it increases is little, affect little to construction speed.
Further, thin-wall steel tube of the present utility model also with the osculum fit of taper steel bushing, taper steel bushing is by thin-walled
The long tooth of steel pipe is covered；And the opening's edge of the big mouth of taper steel bushing is welded with adpting flange plate two.
So, conical sleeve covers the long tooth of thin-wall steel tube, Steel Thin-Wall when can both prevent the active fault horizontal changing of the relative positions
There is the movement of tunnel radial shear in pipe, cause steel arch-shelf that failure by shear occurs, while and the long tooth of without prejudice to thin-wall steel tube generation
Along the circumferential compression in tunnel, the effect of energy-absorbing antidetonation is reached.
Further, the thickness of high compression concrete layer of the present utility model be 18-30cm, the thickness of reinforced concrete floor
For 18-30cm；Described adpting flange plate one and adpting flange plate two is the steel flanges plate of 24cm × 20cm × 1.5cm；
Described longitudinally connected reinforcing bar is the screw-thread steel of diameter 2.2cm；A diameter of 15cm of described thin-wall steel tube, length is 30cm-
50cm, wall thickness is 2.0cm；The length of long tooth is 8cm-16cm.
The longitudinal pitch of adjacent steel arch-shelf is long 1.0m, and the circumferential distance between adjacent longitudinally connected reinforcing bar is 1.0m.
These parameters chosen, can either ensure that tunnel structure has enough intensity, meet and tied under normal operating condition
Structure safety.The lining structure of " soft outside but hard inside " can be formed again simultaneously, the effect of energy-absorbing antidetonation is reached, lining cutting is effectively reduced disconnected
There is the permanent crack of lining cutting and destruction during the changing of the relative positions in layer.
The construction method of preliminary bracing of the present utility model is：
A, by described steel arch-shelf frame on the country rock wall for excavating, and longitudinally connected steel is welded between adjacent steel arch-shelf
Muscle；
B, to the country rock wall injection high compression concrete for excavating, described high compression concrete layer is formed on country rock wall,
And high compression concrete layer is completely covered described steel arch-shelf；
C, after high compression concrete layer solidification after, assembling reinforcement, fill-before-fire coagulation on the inwall of high compression concrete layer
Soil, forms described reinforced concrete floor, that is, complete the construction of Tunnel.
The utility model is described in further detail with reference to the accompanying drawings and detailed description.
Description of the drawings
Fig. 1 is longitudinal section structure schematic diagram of the utility model embodiment.
Fig. 2 is the A-A sectional views of Fig. 1.
Fig. 3 is the partial enlarged drawing in the C portions of Fig. 2.
Specific embodiment
Embodiment
Fig. 1-3 illustrates, a kind of specific embodiment of the present utility model is, a kind of tunnel moved across the anti-stick slide of active fault
A kind of road preliminary bracing, Tunnel moved across the anti-stick slide of active fault, is included on country rock and sprays the horseshoe of formation
The horseshoe-shaped steel arch-shelf of longitudinal arrangement in concrete layer, the concrete layer of shape, is welded between steel arch-shelf by longitudinally connected reinforcing bar 2
Connect in succession, it is characterised in that：
Described concrete layer is high compression concrete layer 3, and also injection is formed on the inwall of high compression concrete layer 3
There is reinforced concrete floor 4；
Described steel arch-shelf is connected and composed by multistage I-steel 11, and its attachment structure is：
Fig. 2, Fig. 3 illustrate that junction is located at the I-steel 11 at spandrel or arch springing position, and its attachment structure is：I-steel 11
End weld rectangle the 12a of adpting flange plate one；The end of thin-wall steel tube 14 is provided with and becomes the length that v notch v forms circumferential array
Tooth 14a, and the 12b of adpting flange plate two of rectangle is welded in the long tooth 14a end of thin-wall steel tube 14；Adpting flange on I-steel 11
The 12b bolt connections of adpting flange plate two on the 12a of plate one and thin-wall steel tube 14.
The attachment structure of remaining I-steel 11 is：Weld the 12a of adpting flange plate one of rectangle, phase in the end of I-steel 11
The I-steel 11 of adjacent section directly passes through the 12a bolt connections of adpting flange plate one.
Fig. 2, Fig. 3 illustrate, the thin-wall steel tube 14 of this example also with the osculum fit of taper steel bushing 15, taper steel bushing 15 will
Long tooth 14a of thin-wall steel tube 14 is covered；And the opening's edge of the big mouth of taper steel bushing 15 is welded with the 12b of adpting flange plate two.
The thickness of the high compression concrete layer 3 of this example is 18-30cm, and the thickness of reinforced concrete floor 4 is 18-30cm；Institute
The 12a of adpting flange plate one and the 12b of adpting flange plate two that state are the steel flanges plate of 24cm × 20cm × 1.5cm；Described
Longitudinally connected reinforcing bar 2 is the screw-thread steel of diameter 2.2cm；A diameter of 15cm of described thin-wall steel tube 14, length is 30cm-
50cm, wall thickness is 2.0cm；The length of long tooth 14a is 8cm-16cm.
The longitudinal pitch of adjacent steel arch-shelf is long 1.0m, and the circumferential distance between adjacent longitudinally connected reinforcing bar 2 is 1.0m.
The method of construction of the Tunnel moved across the anti-stick slide of active fault of this example is as follows：
A, by described steel arch-shelf frame on the country rock wall for excavating, and longitudinally connected steel is welded between adjacent steel arch-shelf
Muscle 2；
B, to the country rock wall injection high compression concrete for excavating, described high compression concrete layer 3 is formed on country rock wall,
And high compression concrete layer 3 is completely covered described steel arch-shelf；
C, after high compression concrete layer 3 solidify after, on the inwall of high compression concrete layer 3 assembling reinforcement, fill-before-fire mix
Solidifying soil, forms described reinforced concrete floor 4, that is, complete the construction of Tunnel.
Claims (3)
1. a kind of Tunnel moved across the anti-stick slide of active fault, is included on country rock and sprays the horseshoe-shaped mixed of formation
The horseshoe-shaped steel arch-shelf of longitudinal arrangement in solidifying soil layer, concrete layer, is connected between steel arch-shelf by longitudinally connected reinforcing bar (2) welding
Connect, it is characterised in that：
Described concrete layer is high compression concrete layer (3), and also injection is formed on the inwall of high compression concrete layer (3)
There is reinforced concrete floor (4)；
Described steel arch-shelf is connected and composed by multistage I-steel (11), and its attachment structure is：
Junction is located at the I-steel (11) at spandrel or arch springing position, and its attachment structure is：The end welding square of I-steel (11)
The adpting flange plate one (12a) of shape；The end of thin-wall steel tube (14) is provided with and becomes the long tooth (14a) that v notch v forms circumferential array,
And the adpting flange plate two (12b) of rectangle is welded in long tooth (14a) end of thin-wall steel tube (14)；Connection method on I-steel (11)
Adpting flange plate two (12b) bolt connection on blue plate one (12a) and thin-wall steel tube (14)；
The attachment structure of remaining I-steel (11) is：The adpting flange plate one (12a) of rectangle is welded in the end of I-steel (11),
The I-steel (11) of adjacent segment directly passes through adpting flange plate one (12a) bolt connection.
2. it is according to claim 1 it is a kind of across the anti-stick slide of active fault move Tunnel, it is characterised in that：Institute
The thin-wall steel tube (14) stated also with the osculum fit of taper steel bushing (15), taper steel bushing (15) is by the length of thin-wall steel tube (14)
Tooth (14a) is covered；And the opening's edge of the big mouth of taper steel bushing (15) is welded with adpting flange plate two (12b).
3. it is according to claim 1 it is a kind of across the anti-stick slide of active fault move Tunnel, it is characterised in that：
The thickness of described high compression concrete layer (3) is 18-30cm, and the thickness of reinforced concrete floor (4) is 18-30cm；Institute
The adpting flange plate one (12a) and adpting flange plate two (12b) stated are the steel flanges plate of 24cm × 20cm × 1.5cm；Institute
The longitudinally connected reinforcing bar (2) stated for diameter 2.2cm screw-thread steel；A diameter of 15cm of described thin-wall steel tube (14), length is
30cm-50cm, wall thickness is 2.0cm；The length of long tooth (14a) is 8cm-16cm；
The longitudinal pitch of adjacent steel arch-shelf is long 1.0m, and the circumferential distance between adjacent longitudinally connected reinforcing bar (2) is 1.0m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621045690.3U CN206092016U (en) | 2016-09-09 | 2016-09-09 | Stride that active fault is anti to glue tunnel preliminary bracing that slide moved |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621045690.3U CN206092016U (en) | 2016-09-09 | 2016-09-09 | Stride that active fault is anti to glue tunnel preliminary bracing that slide moved |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206092016U true CN206092016U (en) | 2017-04-12 |
Family
ID=58476278
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621045690.3U Withdrawn - After Issue CN206092016U (en) | 2016-09-09 | 2016-09-09 | Stride that active fault is anti to glue tunnel preliminary bracing that slide moved |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206092016U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106194215A (en) * | 2016-09-09 | 2016-12-07 | 西南交通大学 | A kind of Tunnel dynamic across the anti-stick slide of active fault and method of construction thereof |
| CN107575242A (en) * | 2017-09-25 | 2018-01-12 | 许生安 | A kind of tunnel structure of high-strength anti-seismic |
| CN107780951A (en) * | 2017-11-01 | 2018-03-09 | 中交第公路勘察设计研究院有限公司 | High ground stress soft rock stress large deformation preliminary bracing system |
| CN108119166A (en) * | 2017-12-15 | 2018-06-05 | 西南交通大学 | Across the large-scale activity fracture belt tunnel prefbricated tunnel lining structure in meizoseismal area and tunnel |
| CN111764930A (en) * | 2020-06-05 | 2020-10-13 | 中南大学 | Tunnel supporting structure with honeycomb energy absorption device and construction method thereof |
-
2016
- 2016-09-09 CN CN201621045690.3U patent/CN206092016U/en not_active Withdrawn - After Issue
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106194215A (en) * | 2016-09-09 | 2016-12-07 | 西南交通大学 | A kind of Tunnel dynamic across the anti-stick slide of active fault and method of construction thereof |
| CN107575242A (en) * | 2017-09-25 | 2018-01-12 | 许生安 | A kind of tunnel structure of high-strength anti-seismic |
| CN109162728A (en) * | 2017-09-25 | 2019-01-08 | 许生安 | A kind of tunnel structure of high-strength anti-seismic |
| CN109162728B (en) * | 2017-09-25 | 2020-01-10 | 济宁市鸿翔公路勘察设计研究院有限公司 | High-strength anti-seismic tunnel structure |
| CN107780951A (en) * | 2017-11-01 | 2018-03-09 | 中交第公路勘察设计研究院有限公司 | High ground stress soft rock stress large deformation preliminary bracing system |
| CN107780951B (en) * | 2017-11-01 | 2024-03-01 | 中交第一公路勘察设计研究院有限公司 | High-ground-stress soft rock large-deformation primary support system |
| CN108119166A (en) * | 2017-12-15 | 2018-06-05 | 西南交通大学 | Across the large-scale activity fracture belt tunnel prefbricated tunnel lining structure in meizoseismal area and tunnel |
| CN111764930A (en) * | 2020-06-05 | 2020-10-13 | 中南大学 | Tunnel supporting structure with honeycomb energy absorption device and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20170412 Effective date of abandoning: 20180817 |
|
| AV01 | Patent right actively abandoned |